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HomeMy WebLinkAboutSUBMITTED PAPERSOFFICE USE ONLY t� DATE FILED: I 1 PLAN REVIEW FEE: RECEIPT NO.: 131 PERMIT NUMBER: �� 5 V CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO.: 1. 2. 3. 4. 5. 9. 10. i 11. 12. ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED PLANNING & DEVELOPMENT SERVICES DEPARTMENT Ty BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Avenue r / SCANNED Ft. Pierce, FL 34982-5652 lJ �� BY 772-462-1553 Lucie County APPLICATION for BUILDING PERMIT CERTIFICATE of CAPACITY/ZONING COMPLIANCE PROJECT INFORMATION LOCATION/SITE ADDRESS: 13301 NW Baywood Place Falk-n Uft 3Y79 PROJECT NAME: Riverbend SITEPLANNAME: Riverbend PB 67-36) PROPERTYTAXID#: 4425-703-0032-000-8 LEGAL DESCRIPTION (attach extra sheets if necessary): Riverbend (PB 67-36) PLAT BOOK 6 7 6. PAGE NO. 36 PARCEL SIZE (ACRES/SQ FT.): 7. BLOCK NO. 0.43 LOT DIMENSIONS: 0.43 COMPLETE DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: New Construction-SFR 8. LOT NO. 2 7 1/ 4 �Be�c rooms with 3 1/2 B V SETBACKS (ACTUAL) FRONT: 4 5.2 71 BACK: 8 RIGHT SIDE: 10.7 6' LEFT SIDE: 3 3 .71 1 TYPE OF CONSTRUCTION (Check all appropriate boxes) [X] NEW CONSTRUCTION [ ] EXPANSION/ADDITION [ ] INTERIOR RENOVATION [ ] RESIDENTIAL [ ] COMMERCIAL [ ] INDUSTRIAL [ ] OTHER (SPECIFY) 13. DESCRIPTION OF PROPOSED USE: SFR 14. SQ. FT OF CONSTRUCTION: 4451 16. VALUE OF CONSTRUCTION: $ 310,000.00 1-+45I 15. SF. FT 1st FLOOR: The value of construction is used to determine the amount of permit fees to be assessed. St. Lucie County reserves the right to question and/or modify the indicated value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities. If the value is $2500 or more, a RECORDED Notice of Commencement must be submitted with this application. SLCCDV Form No.: 001-02 UPDATED 6/25/09 . • OWNER INFORMATION NAME: Standard Pacific of South Florida ADDRESS: 3201 West Commercial Blvd. CITY: Ft. Lauderdale STATE: Fl ZIP: 33309 PHONE (DAYTIME): 954 232-2290 Email: permits@brownspermitting.com IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: STATE: ZIP: PHONE (DAYTIME): U CONTRACTOR INFORMATION ST. of FL REG.CERT #: CGC15 0 6 3 04 ST. LUCIE COUNTY CERT #: 28420 BUSINESS NAME: Standard Pacific of South Florida GP, Inc QUALIFIERS NAME: Michael T. Collins ADDRESS: 405 N. Reo Street CITY: Tampa PHONE (DAYTIME): 954 232-2290 ARCHIT/ENGINEER: A. B. Design Group, Inc ADDRESS: 1441 N. Ronald Regan Blvd. CITY: Longwood PHONE (DAYTIME): (4 o _3 7 74 - 6 0 7 8 BONDING COMPANY: ADDRESS: CITY: MORTGAGE LENDER -- ADDRESS: CITY: Suite 330 STATE: F 1 FAX NO. 954-434-8840 STATE: FI STATE: STATE: ZIP: 33609 Email: Permits@brownspermitting. ZIP: 32750 ZIP: ZIP: IMPORTANT NOTICE: When a permit is issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AND AIR CONDITIONERS, FENCES, ETC., not otherwise included with this building permit application. St. Lucie County makes no representation that its granting of a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Homeowner Association rules, bylaws or any covenants that may restrict or prohibit such structure. Please consult with your Homeowner's Association and review your deed for any restrictions which may apply. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures (all types), swimming pools, fences, walls, signs, screen rooms, utility substations & accessory uses to another non- residential use. NOTICE TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOBSITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: IF IT IS NOT YOUR RIGHT, TITLE, AND INTEREST THAT IS SUBJECT TO ATTACHMENT: AS A CONDITION OF ISSUANCE OF THIS PERMIT, YOU PROMISE IN GOOD FAITH TO DELIVER A COPY OF THE CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. STATE OF FLORIDA STATE OF FLORIDA COUNTY OF Broward COUNTY OF The foregoing instrument was acknowledged before me this ( y day of MarEk- 20 1 - , by Robert Smithwick who is personally known X or has produced as identification. Signature of NotarA_ y �pua�;•., SIVAN SHACHAR Commission No. ° °' "� MY C 8"sio d #FF007026 z.+ Q+ EXPIRES April 10. 2017 The foregoing instrument was acknowledged before me this 14—day of L16U—dam , 20 1 - , by Michael T. Collins who is personally known Signature of Notary Commission No. X or has produced as identification. (407)398.0113 (407)399-u��� NOTE: TWO (2) SI ATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED. IF APPLYING FOR THIS BUILDING PERMIT AS AN OWNERBUILDER, THE OWNER MUST PERSONALLY APPEAR TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THIS APPLICATION. OWNER BUILDER AFFIDAVIT WILL BE REQUIRED FOR ALL OWNERBUILDER APPLICANTS. For specific instructions see appropriate permit checklist. OFFICE USE ONLY B 1 a� aaso SECTION a. TOWNSHIP 3�,5 RANGE la -MAPNO. ass ZONING v LAND USE LOT ClFG % `� �� TAZ NO. FLOOD ZONE. FIRM MAP # IST RR ELV 8 ` MAX HGT CONST TYPE OCCUP TYPE MAX OCCUP # OF FLRS WATER' ;vu SEWER SPRINKLERS STORMWATER LOT OF REC LOT OF REC LOT SPLIT LOT SPLIT Before 111990 After 111990 REQUIRED APPROVED REPORT HABITABLE RADON PERMIT CODE , O 1� AREA FEE FEE LIBRARY PUBLIC BLD PUBIC BID PARKS IMPACT IMPACT` IMPACT FEE _ IMPACT 6� FEE FEE I CORRECTION \ FEE GENERAL SCHOOL IMPACT 6l ROAD IMPACT CREDIT Y N LAW ENF IMPACT FEE FEE 'FEE FIRE/EMS "ACT DRIVEWAY REQUIRED Y N � DRIVEWAY FEE ADMINISTRATIVE VARIANCE FEE �RR"EQUIREI) CIFY MECHANIC V, ROOF✓ NON -CONFORMING MISCELLANEOUS S ELECTRIC v GAS LOT OF RECORDFEES PLUMBING _(,_ FEES DATE SENT TO ADDRESSING: 90 /I_ REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER. REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE RECEIVED '4 m �2 B f ,• DATE COMPLETED INITIALS -:� Pre -Construction HiTI.ETT Termite Treatment ' environmental scrviccs 7670 Okeechobee Blvd., West Palm Beach, FI. 33411 Phone: 1-800-285-7378 Fax: 561-684-0122 Property Information Treatment Date 121121111 Time Lot Subdivision Name Block / 3-70 / NJ a /?w,/ L-Jac sl l'L Street Address (If known) City State Zip Owner's Name (If known) Builder/Contractor Name of Builder Shell Contractor Construction 1ype 20o-nolithic OFloating/Stemwall OPatio OEntry ODriveway OOther: Product/Treatment Information Treatment Tjype: ❑ Underslab ❑ Wood Treatment Product: ❑ Disodium Octaborate 0 Imidacloprid ❑ Permethrin Concentration , pS' Square Feet Treated ❑ Patio/Driveway/Entry OTinal ❑ Bait System ❑ Other ❑ Cypermethrin Bifenthrin ❑ Other: Mixed Product Applied Linear Feet Treated this box is checked, then Final Perimeter treatment has been completed and the following statement is applicable: Certificate of Compliance: This building has received a complete treatment for the prevention of subterranean termites. This treatment is in accordance with the laws and rules established by the Florida Department of Agriculture and Consumer Services. J 4 ►x �s G rd�a � Applicator's Name (please print) Applicator's Signature HES-TE019 09/12 Hulett Environmental Services© 2012 A R C H I T E C T S erDespiignouln�. April 1, 2014 St. Lucie County Building Department 2300 Virginia Avenue Fort Pierce, FL 34982 Attn: Building Plan Processor RE: Standard Pacific Homes Riverbend Lot 27 Permit No. 1403-0250 Dear Sir/Madam, This letter serves as my response to comments: Comment: Please include flame spread index for interior finishes. Response: Please see delta 1 on sheet GN, note #14. Comment: Please include smoke developed index for interior finishes. Response: Please see delta 1 on sheet GN, note #14. APR 1 1 2013 Public Works St. Lucie County, FL Comment: Please submit all fastener requirements, and installation specs for roof the with product approvals in lieu of resistance moment in Table 4 on sheet D-2. Design pressures are required. Response: See attached Product Approval. If you have any questions please contact me at (954) 482-0957. Sincerely, Michael Hurtak Florida Architect #0008374 1191 East Newport Center Drive • Suite 207 • Deerfield, FL 33442 • Phone: (954) 482-0957 • Fax: (954) 708-2468 AA0003325 www.abdesigngroup.com PLANNING & DEVELOPMENT SERVICES DIVISION BUILDING & CODE REGULATIONS DIVISION 2300 Virginia Ave Fort Pierce, FL 34982 BUILDING PERMIT SUB -CONTRACTOR SUMMARY Standard Pacific Homes will be using the following sub -contractors for the (Company/Individual Name) project located at 13301 NW Baywood Place 4425-703-0032-000-8 Lot 27 (Street address or Property Tax ID #) It is understood that if there is any change of status regarding the participation of any of the sub -contractors listed below, I will immediately advise the Building and Zoning Department of St. Lucie County. Trade Name of Company/Contractor St. Lucie County/ State of Florida License Number Electrical AC Quality Electric -Gary R. Evans EC13004128 Specialized Home Electronics, Inc -Dwayne Dia 92-CLVB-338-X Plumbing Ridgeway Plumbing CFC019077 Gary Kozan HVAC/ Engineered Air CAC045860 Mechanical Dennis A. Duff Roofing CJM Roofing CCC1327323 Stephen Mallek Gas NA )FFICE USE ONLY:; PERMIT C ISSUE DATE: NUMBER: 1 �O� �w PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (I£ applicable): EC13004128 AC Quality Electric have agreed to be the (Company Name/Individual Name) Electrical sub -contractor for Standard Pacific (Type of Trade) (Primary Contractor) for the project located at 1330 I KW wop4 Place (Project Street Address or Propelty Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED Gary R. Evans SIGIOTURE PRINT NAME DATE Business Name: AC Quality Electric Address: 2307 NW 115 Ave City/State/Zip: Phone: Coral Springs, Fl 33065 954-294-0101 email: al@acqualityelectric.com OFFICE USE ONLY: PERMIT# ISSUE DATE t PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): Ridgeway Plumbing (Company Name/Individual Name) Plumbing (Type of Trade) CFC019077 have agreed to be the sub -contractor for Standard Pacific (Primary Contractor) for the project located at - l_330 1 N W � b LAG lPLie-2. (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status -regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED Gary Kozan 09/19/2013 SIGNATURE . PRINT NAME DATE Business Name: Ridgeway Plumbing Address: 640 Industrial Ave City/State/Zip: Boynton Beach, Fl 33426 Phone: 561-732-3176 'email: kathy@ridgewayplumbing.com nFFWF. TTSF ONLY: N t� 06-i � � PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB (CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): Engineered Air (Company Name/Individual Name) HVAC (Type of Trade) CAC045860 sub -contractor for have agreed to be the Standard Pacific (Primary Contractor) for the project located at 2 301 MW 4u Wovct PlaCIE� (Project Street Address or Property tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) (.1;! t " N A 1, S I('; N A.T I. ICES R Yx 1' SE Q t.' UP, Dennis A. Duff GNATURE PRINT NAME Business Name: Engineered Air Address: City/State/Zip: Phone: 2520 N. Andrews Ave Ext Pompano Beach, FL 33064 954-449-1600 email: chrisw((D-engineeredairlc.com OFFICE USE ONLY: PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUS -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: MOIP5 State of Florida Certification Number (Mapplicable): CCC1327323 CJM Roofing have agreed to be the (Company Name/Individual Name) Roof ing sub -contractor for (Type of Trade) Standard Pacific (Primary Contractor) for the project located at 133c7 ( Nk) 6ag d Placc- . (Project Street Address or Property Tak ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLcCDv No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED . QL,� Stephen Mallek 10/7/13 SIGNATME PRINT NAME DATE Business Name: CJM Roofing Address: 4365 Okeechobee Blvd. City/State/Zip: WPB, FL 33409 Phone: 561-722-5988 OFFICE USE ONLY: email: tammy@cjmroofing(&-gmail.com PERMIT* I ISSUE DATE PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (If applicable): b(::) . Specialized Home Electronics, Inc. (Company Name/Individual Name) Low Voltage sub -contractor for (Type of Trade) have agreed to be the Standard Pacific (Primary Contractor) for the project located at 13S(D I iViI,J &,jw aac{ Pk[ (Project Street Address or PropertyFax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by personally filing a Change of Contractor notice. (Form: SLCCDV No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) ORIGINAL SIGNATURES ARE REQUIRED SIgNATURE PRINT NAME DATE Business Name: Specialized Home Electronics, Inc Address: 12940 SW 128th Street City/State/Zip: Miami, FL 33186 Phone: 305-255-4466 email: rbarker@shealarms.com OFFICE USE ONLY: JOSEPH E. SMITH, CLERK OF/TV- CIRCUIT COURT — SAINT LUCIE COUNTY - FILE # 3932346 OR BOOK 3\ 1 PAGE 1906, Recorded 03/07/2014 at 11 5 PM NOTICE OF COMMENCEMENT Permit No. Tax Folio No. 4425-703-0032-000-8 State of Florida County of St, Lucie The undersigned hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided in this Notice of Commencement. Legal Description of Property: (and street address if available): Riverbend (PB 67-36) 13307 NW Baywood Place Palm City FL 34990 Lot 27 General description of improvement: New Construction-SFR and or Pool Owner information or Lessee Information if the Lessee contracted for the improvement: Name Standard Pacific of Florida Address 825 Coral Ridge Drive, Coral Springs F1 33071 Interest in property: Name and address of fee simple titleholder (if different from Owner listed above): Contractor's Name: Standard Pacific of Florida Contractor Address: 825 Coral Ridge Drive, Coral springs F1 33071 Phone Number: 954-575-2524 Surety (if applicable, a copy of the payment bond is attached): Amount of bond: $ Name and address: Phone number: Lender Name: Phone Number: Lendefs address: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: Name: Robert Smithwick Phone Number: 954-594-0387 Address: 825 Coral Ridge Drive, Coral Springs FI 33071 In addition to himself or herself, Owner designates Lienor's Notice as provided in Section 713.13(1) (b), Florida Statutes. Phone number of person or entity designated by owner: to receive a copy of the Expiration date of notice of commencement: (the expiration date may not be before the completion of construction and final payment to the contractor, but will be 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalty of rJu eclare that ave read the foregoing notice of commencement and that the facts stated therein are true to the best of my knowledge (Signature of (Twfier or Lessee, or Owner's or see's Authorized Officer/Director/Partner/Manager Robert Smithwick- VP (Signatory's Title/Office) The foregoing instrument was acknowledged before me this 2'1 day of 4;P� , 2013, By Robert Smithwick as Officer for Standard Pacific of Florida Name of Person Type of authority (e.g. officer, trustee) Party on behalf of whom instrument was executed EJQn Personally known X or produced Identification_. (Signature of Notary Public - State of FI 1, ,,, DEWSEBROWN is (Print, Type, orStamp CommissionedN t r ryMISSIONpEE00C610 EXPIR S. November 4, 2U14 Type of Identification produced . rp 7bruNMerYPubrtcUnAemtAers .at. S STATE- t?1 FLOpt3±3A ST. LKk- OONTY TWS k4TO CERTIFaTRATTKIS Iw A TIZL�E PA D CDFj CT CC;'�'4' fps- TIY= Oki ISAL. 3E c. s s' '�, ,LL;�� Date: PLANNING & DEVELOPMENT SERVICES DEPARTMENT BUILDING & CODE REGULATIONS DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772)462-1553 FILLED LANDS AFFIDAVIT I, the undersigned, am the owner of the following described property, 13301 NW Bavwood Place Palm City, F1 34490 Lot 27 (Parcel Id#/Legal description/Address) 4 4 2 5- 7 0 3- 0 0 3 2- 0 0 0- 8 for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.04.01(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. Robert Smi,p5&ick Property O Pleas int) 2M7 2/26/14 Property ODtWr Signature Date STATE OF FLORIDA, COUNTY OF, Broward ACKNOWLEDGED BEFORE ME THIS DAY OF BY Robert Smithwick WHO IS PERSONALLY KNOWN TO ME PRODUCED SIG ATURE OF NOTARY PUBLIC COMMISSION NUMBER Denise Brown TYPE OR PRINT NOTARY 20 14 OR WHO HAS AS IDENTIFICATION. ) DENISE BROWN ,__ MV COMMISSION # EE 006640 =q EXPIRES`. November 4, 2014 public Underwriters of0;� Bonded Thru NO SLCPDSD Revised 08/24/2010 BOARD OF COUNTY COMMISSIONERS December 18, 2012 Patrick J. Ferland, P.E. Culpepper & Terpening, Inc. 2980 South 25"i Street Fort Pierce, FL 34981 RE: Application for Stormwater Permit: Riverbend Dear Mr. Ferland: PUBLIC WORKS DEPARTMENT Water Quality Division We have reviewed the plans, calculations and received the stormwater fee for the above referenced project. The Stormwater Permit Application for the above referenced project is hereby approved subject to the following conditions: Upon completion of the project and prior to requesting a Final Paving and Drainage Inspection, please submit three (3) copies of signed and sealed record plans with a signed and sealed letter of completion from the project engineer. The plans must depict at a minimum the location and finished grades of all buildings and paving, critical spot elevations, pavement markings, traffic signage, the location, type, size, material and inverts of all drainage structures and the location of any stormwater management facilities. Please be advised, operators of construction activities that propose to clear, excavate or fill 1.0 acre of land or more over the life of the project are required to obtain coverage under the Florida Department of Environmental Protection's National Pollutant Discharge Elimination System "Generic Permit for Stormwater Discharge from Large and Small Construction Activities" and a St. Lucie County Vegetation Removal Permit prior to any construction activity on site. A copy of the Notice of Intent to file for coverage under this permit must be submitted to this office as required to discharge to the County's Municipal Separate Storm Sewer System (MS4). A Stormwater Pollution Prevention Plan must be developed and implemented to be in compliance with the permit. Elements of a SWPPP include Best Management Practices that will be utilized to minimize soil erosion and sedimentation from degrading the water quality of downstream water bodies. For more information, please contact the FDEP NPDES Stormwater Section and refer to section 1-7.7 of the Code of Ordinances of St. Lucie County, Florida. If you have any questions or concerns regarding this matter, please do not hesitate to contact me directly at (772) 462-2719. Sincerely, Michael Halter, P.E. Storm Water Engineer cc: file H:\Stomnvater Permits\ Riverbend .doe D C C Llff 0 W - ---" 'I DEC l "" 2012 Culpepper & Terr-ooirnq; I x, Cl IRIS D'/_ADOVSKY, District No. I • TOD MOWERY, District No. 2 • PAULA A. LEWIS, District No. 3 • FRANNiE HUTCHiNSON, District No. 4 • KiM JOHNSON, District No. 5 Faye W. Outlaw, MPA, County Administrator, ICMA-CM 2300 Virginia Avenue - Fort Pierce, FL. 34982-5652 - Phone (772) 462-2511 - Fax (772) 462-2363 website: www.stlucieco.org VEGETATION REMOVAL PERM Permit#:20121219 Fee: $4,700.00 (already paid) Date Issued: 2/6/13 Property Owner: Standard Pacific of Florida, a Flodda.General Partnership c/o Michael DeBock Date Expires: Upon completion of work, or 2/6/14, whichever occurs first. Contractor: TBD*(see disclosure statement on page 4 of application form); Parcel ID#: 4425=343=0002-00`U"5 :4425-341 0001-0002, 4425-313 Project Location:_.2900 Turnabout Lane Property Size. t_ 53:81 '566s Pcoiect Descrilption ,Applicant �equests.v6d6tat h, (removal for construction of 47 lot:single family subdivision per Resolution No..12 120 and.lnature trail;(as shown on attached .plans), Field Notes } i 1 1 4 I} 1. HA9ITAT a. Uplands Pine'flatwoods',( )Sand c live oak (.9 8 acres)'Upland'sr'' b, pine 14 9 :acres _ and,'hardwoods ($ 1 acres) . isturbedlllands (15.77 acres) b Wetlands Bay swamp ,(2 3�acres)?Freshwatermarst'!(0.7 aores)"Wetjpraire (0.1 --acres)-- all-wetlands-'onsite=to be --preserved= -=--__-- 2. WILDLIFE: 42_Gophertortoises (permiffed,fortieloca#ion-per FWC . Permit -No GTC-12- 00144 3. SIGNIFICANT ARCHAEOLOGICAL OR HISTORIC FINDINGS: None identified. Permit #20121219 Authorizes. the following': According to St. Lucie County. Land.. Development Regulations (Chapter 6.00.04) this project qualifies for a Vegetation Removal Permit. The following vegetation has been identified for removal: Phase I — Limited clearing for access to remove gopher tortoises and install protective barricades only. Clearing shall be limited to a path not to exceed ten feet in width. Preserve areas shall be clearly marked with flagging prior to any clearing activities. No clearing within the designated preserve areas is permitted. Phase ll- Clearing of -lots and roadways per the approved site plan. No clearing within' the designated preserve areas ispermitted exempt nature trail as shown on attached exhibit. Specific Permit. Conditions: The property has native vegetation not authorized for removal. Areas outside of the development footprint outlined in° 1 through. 5 above shall be considered preservation/protection.. areas (Land Development Code Section 6.00.05.A.2). A conspicuous protective barrier shall be :placed and maintained around. the perimeter of protected area(s) of vegetation to forma continuous boundary as specified in the General Conditions of Issuance section. General Conditions of -Issuance: • The following minimum standards for vegetation protection shall be applied to areas of vegetation designated to be preserved: ■ At a minimum distance of either ten. (10) feet from the edge ' of groups of- protected vegetation or from the radius of the dripline from all protected trees, whichever is greater; ■ Protective barriers or protective designations shall remain in place until removal is authorized by SIC ERD, or until issuance of a certificate of occupancy; ■ In the event that any protective barriers are removed or altered and clearing activities are conducted within an area identified for preserve, SLC ERD is authorized to direct'that all land clearing and site alteration work at the site be stopped until the barriers are restored and any necessary corrective actions taken to repair or replant any vegetation removed or damaged as a result of these encroachments • The preserve-areas`and�tree��preservation"areas-�shall b�e�ma►ntaine ..in:"their`iia`t"ural'state, so as not to­!Wterathe water. -and -oxygen content�of the.soil.,and impair',its function, • No gn • If any roots ade'within'<tfae.barricaded areas; Ide of .the preserve tares +or dripline, the • If underground utilities must be routed -'through a-°protecte- root zonib area�'tunnelingiunder the roots shall be;regwred, 1 � �.. -1 } ,r � i, f 17 t� 1 , • If irrigation must be_ installed, it, shalltibe hnstalled routside of .the drip,line ofali;;pre-serve areas and protected trees;. • No fill material, construction, fmaterial,,�;concrete, ,paint; chemicals, for +other .Qrpjgn; materials shall be stored; (deposited o diRsposed of�within fa vegetation �p eseruation area;,... • No signs, permits, wires, or other attachments shall be affixed or attached _to, protected vegetations s • No equipment, including passenger vehicles, shall be driven, parked, or stored or repaired within designated vegetation preservation areas. PLEASE BE ADVISED THAT. ANY NATIVE VEGETATION DESTROYED OR DAMAGED OUTSIDE OF THE LIMITS .OF CLEARING DUE TO CONSTRUCTION ACTIVITIES OR FILL PLACEMENT SHALL BE MITIGATED AT A RATIO OF 4:1 (4 INCHES OF REPLANTING FOR EACH INCH DESTROYED OR DAMAGED). Post Clearing Requirements: 1. Mitigation: Mitigation requirements are to be met through onsite habitat setaside. PLEASE NOTE: • THIS IS NOT AN AUTHORIZATION TO PLACE FILL ON OR RE -GRADE PROPERTY. • PLEASE CONTACT A PROFESSIONAL SURVEYOR TO DETERMINE IF YOUR PROPERTY IS AFFECTED BY OR LIES WITHIN A FLOODPLAIN. • THE APPLICANT 'SHALL KEEP THIS EXEMPTION POSTED ON -SITE AT ALL TIMES DURING LAND CLEARING. • THE PROPERTY OWNER ANDIOR AGENT SHALL BE RESPONSIBLE FOR OBTAINING ALL APPLICABLE STATE AND/OR FEDERAL PERMITS. Furs s,-. f vi�owgewtae play we i 1 t ✓- ] 4 Yk V � �� 5r_ y � fk j �f_,,... �'.k f � �{.� 5 { t 51 �7 t { !L; `! Fi V t C. ; � j 5 �,.� � i� � �a{ � 7 i 5 t `.✓ �`' A x *�.r -f f ? 3 ...r :._. ._L... ...� l-? vT �..... 9 M :.�' � �'� . -� ! .. . 4"ia...... ^w. 54..,.wn'•` 15, r'- �w a�'s.,••- PRESERVE SIGN DETAIL -PRESERVE AREA- i ?' r},S! e� zEn ,a") x 54•'. .� Nor..rar mua:a'mro 14' i K i 1 ° . • ` fig;. �,�„ .rom.+Iwuwt wr�Rntm I - I � � '�• ������; J !tF � NO DUMPING ALLOWED �I �, PROSE.,+�rLtTETri�y r �. a GRADE GRADE WOODEN a OsoD ,! � k�� i.• i;� �'3t �� i.�j{.t t+` � +i y l t 3 4n"'�A� if . s� � � 1 t H• �,9 W' Sy t 1 .1�.. } &- "Lt4 � t C r � � . a , 1 •.b a � rtAncs aRESERt� � :� ..✓,.. . b1_•(,rct a -1 It:?. ` '7';sj �.M , 1 �'. fs- t .: :IYEIL r f y:- ,1 .x1 it q �.f}�.A 4r.,x 't':} r fit' �•,yt t X�� � C . 4b' t' ` xxa d \r ^rf+ l t°'� � � � � s •a hf '�; �r�r.F Y _ ',4, � rtr.,; �•�; ��Z, �� �� 4:,'r h r r;. �*u �& ' {r �'�.m� r �� nlri Ii IZtsr r '; '*. r }�, A�'��A4a r -tt••ry 4. _ .>.� i.x F ��r". 'i ' t r'� fy TaV Ib 1t_ f j �-�p� �"V. 7\\ `\ S � � •P. s .R 5...1, = } `rts:. s4 r ft � M 1 `` �f. t �'r )+[¢,.�sfi1 (i• 1 'apt% t"�1 a +� y- 4+-`dr� ! t.^ s � s :�. �,-`�''�I 1 e. •<� Y-. •bra �., i { y.. - .,i. �frr" a A\ :3'� L i t � �i w Mid: ..x. s -.; ,ixa' � .s `s .'t, `77�` S W,.�� ✓� `' �•� .�,• .;a.'�L"�"�,� » %.` ,' '`�;,i;+1 t t �, y� � � i s R rA?� 1 - 81. ,� f � t ,{' pyf 1 ?s.S• '' -�'' r e�' � �t _.•l,,�'1 � y 7 `"�' �' . t a. �, Y..s 1 .: };xq. 'A )l.1�` �. , �, �, � � x. ,yj,�, �'+� _ ti;?!' � a� �•t` s "T. CULPEPPER S TERPENING, INC RIVERBEND — HIDDEN POND TRAIL.. �. a .... v�...., ccr)m • u-ms (PRELIMINARYtj t OAtF_-a V-Lr sy,•r�m• a } 71T All Star Pavers, Inc 4839 SW 148th Ave Box 259 Davie, FL 33330 (954)270-3178 tslack38@yahoo.com http://www.alistarpavers.com DoI�To . Denise Brown 19434 sw 60th ct Fort Lauderdale, FI 33332 Ukt invoice' No. 09/26/2013 2624 one Date 10/01/2013. Am®untDne .Enclosed $2,184.44 Please detach top portion and return with your payment. ------------- --------------- —-- ----------------------- - x ®esclnpti®n Quantity Unit cost Amo®0t Removal and proper disposal of sod and dirt 628 0.95 596.60 Concrete pavers and installation 628 4.28 2,687.84 Color - TBD Shape - TBD (all standard shapes) Pattern - TBD 1 0.00 0.00 Included in this proposal is the material, labor, 1" bedding sand, 1 0.00 0.00 finishing sand, cement for borders, clean up, tax and delivery costs 0 33% upon acceptance 1 0.00 0.00 33% upon material arrival Balance upon completion o When mixing thick and thin or old and new pavers, there WILL be a 1 0.00 0.00 color difference o If required; Actual permit fees and filing costs will be added to the final 1 0.00 0.00 invoice. o All Star Pavers, Inc, is not responsible for sprinklers, electrical, 1 0.00 0.00 plumbing and/or utility lines that may break during the excavation and installation process. All best practices will be followed to avoid any service interruption. Minor cracks and scrapes are expected and the responsibility of the homeowner. I Thank You for your business. Total $3,284 4444 Deposit $1,100.00 Snlcnce .Due $21184.-44 Proudly acceptinq Visa, Mastercard & Discover FAX # 866.499.2908 We also offer a 6 month same as cash payment option NASCO Contractor INSULATION INSTALLATION CERTIFICATE Gale Insulation BUILDER: 54a ackd dar-14c 44,m, c SUBDIVISION ye', va r be* d JOB ADDRESS:133oi vw eo��� CITY: P rvt C; PERMIT #: I V 03 - o L 50 LOT/BLOCK: a. -7 The undersigned hereby certifies that insulation has been installed in the above described property as follows: 1. Exterior CBS walls has been insulated with e- Iec* yc ; l to a thickness of . ?3— inches, which according to F' Cz,,,,t ( n ,, will yield an "R" value of Exterior frame walls has been insulated with which according to to a thickness of inches, will yield an "R" value of 2. Ceilings (flat) has been insulated with -P_ b¢-c, Jr, 55 Inc. y f to a thickness of 1 a inches, which according to V t &b,,,c Cp c n`, !:�4 will yield an "R' value of 3 T Ceilings (vaulted) has been insulated with. according to will yield an "R" value of 3. Interior knee walls has been insulated with according to will yield an "R" value of to a thickness of inches, which to a thickness of inches, which 4. Garage Partition walls adjacent to conditioned living space has been insulated with �; hQ�� lars IQ_ i j- to a thickness of .? S inches, which according to w, s C� will yield an "R' value of ! I General Contractor/Builder Signature Insulation Contractors Signature License # CGC1512179 TH AFFIANT�, &0� IS PERSONALLY KNO N 0 ME Sworn to and subscribed before me this day of ,l_duS�1�z01 �t`��j3`Y"�mi,'a JENNIFER SWEET Notary Public, State of Florida ?; `;_ Notary Public - State of Florida o,. My Comm. Expires Jan 29.2017 Commission # EE 869US 3601-A CROSSROADS PARKWAY FT. PIERCE, FL 34945 FT. PIERCE (772) 465-9191 • VERO BEACH (772) 589-1514 • STUART (772) 283-3151 TOLL FREE (866) 619-8456 • FAX (772) 489-6758 � RECEIVED SEP 69,2014 56229412 Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: .::--.._`.'' 1-; t:l)I`' :1'I;IJZ:T :+' 1.T,•-i,i".., Project Code: Project Name: Ticket Date: Delivery Address: Delivery Instructions: i}l. '../S�•"t i t,d��b } l�7 .'�'j {`J tt .., �.] 7j I Q .,+�)'*1 .., I .. ... y .ii'. 1„ + t Customer Job Number: Project P.O. Number: Order Code / Date: Order P.O. Number: Map Page: Map/Row/Column: Dispatcher: Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: 5" C C� 1 t >{ y :: �`� � � (.t' !r_y :�' i` 1 i � (a; ?. L.L.E ii_� y i:. r.V LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY 1-'.4 <.}j. .. iti:+�..:t:�°'.i:t C��-31.t'_ ;IEL t 1 Gi'l it..lp;f-� Cash Check # /Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge I Comments: WATER ADDED: — %' GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: "!'`-•• ❑LOAD WAS TESTED BY: SIGNATURE Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation CAUTIO_ N: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our_ may be hazardous to your safety and health,r�Pfease-refer-to-th-i backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for 'safety handle g information, and to the mate ial'safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED.SIGNATURE: �! within one business day after the receipt of materials. 68UNIVERSAL P RE V r ii i. ). (_/Ur:: .i. a L OAT) �'�`.I. M e a INVOICE This Delivery Ticket incorporates herein by reference Buyer's previously executed C•P it Application, if any, Seller's Standard Terms and Conditions, Seller'sation 6 mg limitations of warranties), as if fully set forth on this Delivery Ticket ("AgreOnt"). Seller will provide the Standard'TerWnd Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and .items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. ,. AGGREGATE / UEMENT / U0N Rl:TE YRODUUTS / FLY ASH Aggregate products are naturally occurring materials including limesto-We, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including .limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of arnmo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www,cemexusa.com. Este ticket de entrega incluye comp referencia at comprador (ya previamente ejecutada en su aplicaci6n de credito); cualquier termino estdndar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera Jos terminos estandares y condiciones detal- lados en caso de as.f ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contacto; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dol.omita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la pie]. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, corte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemaduras en ]a nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese ]as manor con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mas de los limites recomendados, use protecci6n respiratoria. P.rimeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cernento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas informaci6n visita www.cemexusa.com. arfir £ 0 v ZC Ex" 62294 09 oo Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name: 3022035 5t.`.2t:1;:. 5 CONSTRUCTION SERVICES I Ci:JrF4 ut..'f ANTS Project Code:++ Project Name: t#?3;:!7z::J le, JOBS i'�Il f?1":tip f.rl l3 Ticket Date: Delivery Address: 05/:133l1 `r LOT-27, RIVE_R?E.ND Dyr -eliveryjIn77structions:: € EOiTiN TURPIABOUT i' Of`IST"fUF;'ii"li;f E—Ni"I?ft;tlCC Customer Job Number: Order Code / Date: ' RIVE RDEi1!D,'C-27,"3 3E7 05 !1w./111" Project P.O. Number. Order P.O. Number. I tit') RE=.tisUf S�tE 13 ?1 �1{�I~:��F��4Et.}'� 71 ; > Map Page: Map/Row/Column: Dispatcher: ; GF ann;,nq Ticket Number: Due On Job: t,}(?-46 Slump: is 00 Truck Number: 1i3025 18 Driver Number: Z4�9006, Driver Name: TOM DICK% : �LDlVt;e SLABEnd Use LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY „?a n 50 € 4. 01 1' 1 5*L;`:5; rS REr G 0 r Cash Check Comments: 1247,510, FUEL 7URC'idAC2GE`A 1 *.,f j',' r76.':7 ENV I ROINlylUN i PL CHARGE l,... Check # / Auth Code: I Signature of Driver Receiving Cash: I ,t Cash Received: I Total COD Order Amount to Collect Without Standby Charges: WATER ADDED: u GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: _ SIGNATURE ❑ LOAD WAS TESTED BY: every effort,to place r,aterials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concretestrength oility for damages insid'k, t6b or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation.. CAUTION: Material cepts concrete ;as Is.A.jue�tb Important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important I not accept anysponsibility for the f nished results. No credit for safety handling information, and to the material safety data sheets for additional Information. d claims shall be deemed waived unless made to us in writing AUTHORIZED SIGN aerials. O v" t_)k_it.`,°^]� �:'�::• INVOICE 'i LOAD !�.lI.1lY! . 7 This Delivery Ticket incorporates herein h reference Buyer's previously executed Cred*t Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati ny, and Seller's Order Confirmation (i ig limitations of warranties), as if fully set forth on this Delivery Ticket ("Agree rt"). Seller will provide the Standard Terr ,11 Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to, pay in accordance with.'the Agreement. AGGREGATE / UEMENT / UUNURETE FRODUUTS / YLY Asti Aggregate products are naturally occurring materials including ,,ins one, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or bums of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and. prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incl.uye como referencia at comprador (ya previamente ejecutada en su aplicaci6n de credito); cualquier t6rmino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de as.f ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las canti.dades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo at contrato; at menos que se identi- fique con una nota at frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rota volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, rota volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) ]a coal puede contener mis de 0.025%v de silieio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los ojos, quemaduras en piel y ojos, y reacciones al6rgicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respirato.ria. Polvo del manejo en el trituramiento, pulido, torte y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y eancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura cdlida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberaci6n del amoniaco. La inhalation del amoniaco puede causar toser, irritaci6n o quemad.uras en la nariz, garganta y pulmones. Acudir inmediatamente al. medico. El �_]a salud depende en la duraci6n y el nivel de la exposici6n. C Seguridad: Evite el. contacto con ojos y contacto prolongado con la piel. Use guant Z o o 03 0 Primeros adecuada para protecci6n. Lavese las manos con jab6n suave y agua despu6s del mat a a auxilios• polvos. Si se expone a polvos mas de los limites recomendados, use protecci6n re( a y 8 v o Primeros auxilios: En caso de contacto en los ojos, i.nmediatamente fluya agua e V CXco,Z Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tienc contact , ; y ° agua. Acuda a atenci6n medica inmediatamente si ]a irritaci6n continua. C - ? x 3 o g° CEMEX, Memorial Hermann Tower r D 929 Gessner, Suite 1900 ° V7 combinado Houston. Texas 77024 02/12 Para mas informaci6n visita www.cei-nexusa.com. -77 CEMC—X W11 I 56229406 Plant: Begin Loading: To Job: Arrive J Start Unload: Finish Unload: Leave Job: Return Plant: o I.-) o / .10 "Z' () T Customer Code: Customer Name: 0 2 �-* 0 3 5 CONST'RUCTION SERVICES -A- CONSULTANTS) Project Code: Project Name: {}t S 7r7 1"-­' 5 OAT ---AU- JOBS, MARTIN THRU B Ticket Date: Delivery Address: 05/A3/14 LOT--27, R I VERBEND Delivery Instructiorii., P. L. V, G I T Y, TO C'ITrum RIGHT 010RTH,� RIGHIT ON PECKER, LEFT ON MURPllY ROPD 'RJ.G31+T ON 11~#RNABOUT TO CONSTRUCTION ENTRANCE Customer Job Number: Order Code / Date: R 1. V1-:-'RDErk!D/2'7/ 3 -3, 2 7 05 1 -3/ 14 Project P.O. Number: Orde"r 0.0. Number. Map Page: Map/Row/Column: Dispatcher., Ticket Number: 33152528 Due On Job: Slump: Truck Number: I Driver Number: Driver Name: End Use: 08 -. 24 1 5. 00 1006462,4 110900-9 WILLIAN DEPINO BLDNG - GLAB LOAD CUMULATIVE I ORDERED MATERIAL CODE PRODUCTION DESCRIPTION QUANTITY QUANTITY QUANTITY 10 0 rf,'. 50 84. 0 1 9 E. 11115253E 2 5 (-)1R E G ,1..(-.)o 1*2'47,010 FUEL SURC.HARGE 1. 00 3, 2027 49 ENVIRONMENTAL CIHARGE Cash Check# I Auth Code: Signature of Driver Receiving Cash: Check Charge Comments UOM UNIT PRICE AMOUNT 3 1,140 13 Am 7:1397 Cash Received: Total COD Order Amount to Collect I Without Standby Charges: WATER ADDED: -GAL YARDS IN DRUM: WHEN ADDED.. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE Ll LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the I SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the I. no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our � may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. Nocredit for safety handling I f, t . d to the material safety data sheets for additional information. H ��Ion an returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUT ORI URi: within one business day after the receipt of materials. 0 68UNIVERSAL 'REV TRI-u 1f)(.)25361 INVOICE LOAD NUM: 5 This Delivery Ticket incorporates herein ' aference Buyer's previously executed ('r Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati any, and Seller's Order Confirmation (i .ng limitations of warranties), as if fully set forth on this Delivery Ticket ("Agre . .,iit"). Seller will provide the Standard Term and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay .in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may c jntain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia at comprador (ya previamente ejecutada en su aplicacion de credito); cualquier termino estdndar, condiciones del vendedor, propuestas del vendedor y Orden de confirmacion del vendedor (con limitations y garandas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo at contaato; at menos que se identi- fique con una nota a] frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mds de 0.025% de silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritacion en los Ojos, quemaduras en piel y Ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los Ojos, piel y/o en la zona respiratoria. Polvo del manejo en el tritu.ramiento, pulido, cone y/o perforacion puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberacion del amoniaco. La inhalacion del amoniaco puede causar toser, irritacion o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente at medico. El riesgo en la salud depende en la duracion y el nivel de la exposicion. Seguridad: Evite el contacto con Ojos y contacto prolongado con ]a piel. Use guantes, proteccion en los Ojos y ropa Primeros adecuada para proteccion. Lavese las manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios' polvos. Si se expone a polvos mds de los limiter recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los Ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, expongase a Aire fresco. Si el cemento fresco tiene contacto con sus Ojos, lavelos a fondo con agua. Acuda a atencion medica ininediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mds .informacion visita www.cemexusa.com. 56229 01 Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: t;t?;, o f I t-136 Customer Code: Customer Name: 'r41i:E,2r.l.35 f....0 NF3' FRLLJ C -F 1:0N f7L.1'.'.l S.0 E'E, CL.Ji 1E3 LJL. r lil l' Project Code: Project Name: (Y'}- :5 fr 7t'. J !•IA i � •tiLl.. J01-I liit/ ')ii �, S'vi n E t5�f I 1-1 Ticket Date: Delivery Address: t..)5 13/ I'v 1._tOT""•27;t R Y V R:'BR':I"D Delivery Instructions: RnL..j1 t(CIT`f, r r y rr 1.4 9-1 �..r I �I(sUti. R113!iI 1i=I{...1:T.9Vt_7� R;j; A- 1 ON, 1r.IECK1 R,, ?J.F*1• 01 I`#uRl:"H'r` 1RiGFFF W11 1'1 1=;°`.fib#'#;?.';" l Customer Job Number: Order Code / Date: [ t-1 1-'a r. �� {(J: �'t:.IlLlEr�a��; �. r:.� r•+ 7 1 :�: r f�)�fr Project P.O. Number: OrderP. O. Number. S , t,1T r'li=i-st ✓:.1= ,_.!/. . .. }1':_; Map Page: Map/Row/Column: t Dispatcher: +tw 1ttD A.11 , Ticket Number: 1•711.:J2 ij4C..r Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: faT di•W 5.00 11)025 f.G.J �.i �L3 rJ t_1i:w f_} c � n i�Y1 .�fil.:. L 0 Li i�i,G U F rat•, SY c r �1•�i:�C�E�Li i; �iL.PI_i- LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM :UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY tt�� .�• t„) e ;„I i_) G:. J�. a. (XI W�� u (it .�. .1. 5�. J 2 j( )t ) Re�.'O VP,.< 1.00! I1 t ) ENV I EiC11'11MENTPL CHtZRCE." Cash Check # /Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments: WATER ADDED, ✓ r m GAL YARDS IN DRUM: JJ WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE / \ ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. O t—_ ' C' 68UNIVERSAL P R V T I? V n 1 0 )i_°;::f,,31 F,' INVOICE Lf-)AD NIA-1- t This Delivery Ticket incorporates hereir ference Buyer's previously executed Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati< ay, and Seller's Order Confirmation (i; :y limitations of warranties), as if fully set forth on this Delivery Ticket ("Agree ). Seller will provide the Standard Tern.,, ...0 i onditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay .in accordance with the Agreement. A I"I-1DUCI A TLC / 1-'4Vri4UXTrr / /"1fAXTfN1DL'rT1U DD""F T!'1ri'Q /LET V A QLT LLVVl\LIVL�LLJf VL/1�11.11\L / VVL\VL\1J1 JJ 11\t/LVVLiJ/ L./JL LIIJLL Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic .rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonrff, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain mar& than 0.025% crystalline silica. Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. if wet cement contacts skin, rinse thoroughly with water. Get proper medical. attention .if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia al. comprador (ya previamente ejecutada en su aplicaci6n de crddito); cualquier tdrmino estdndar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los tdrminos estdndares y condiciones detal- lados en caso de as% ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo at contaato; at menos que se identi- fique con Una nota at frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen. cemento Portland y productos de agregados como piedra caliza, dolom:ita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mas de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los ojos, quemaduras en Piet y ojos, y reacciones aldrgicas en la Piet. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, Piet y/o en la zona respirator.ia. Polvo del, manejo en el trituramiento, pulido, corte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar s.ilicos.is pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemadurras en .la nariz, garganta y pulmones. Acudir inmediatamente al. medico. El. riesgo en la salud depende en. la duraci6n y el nivel de la exposici6n. Seguridad: Evite el. contacto con ojos y contacto p.rolongado con .la pie]. Use guantes, protecci6n en los ojos y ropa Primeros adecuada Para protecci6n. Lavese jas manos con jab6n suave y agua despuds del manejo de materiales. Evite inhalar auxilios: polvos. Si se expose a polvos mds de los limites recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, ldvelos a fondo con agua. Acuda a atenci6n mddica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas informaci6n visita www.cemexusa.corn. —•_ \LiA- V� 2-7 OVICEMEX Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: ' I.. Customer Code: Customer Name: Customer Job Number: Order Code /Date: u'i.i 'C1.`.`y f,:l�,':.;��1"{it.14:: i ``��7 r:FVP l7 '�::i �• I s 't-r.'�+__,:� - Project Code; Project Names Project P.O. Number. Order P.O. Number: -CIL.L LIOBES irk I t. T CtUl 2, Ticket Date: Delivery Address: Map Page: Map/Row/Column: Delivery Instructions: Disp�a�tcher: '? E Ticket Number: i Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: I i ,;,r-J' �( 4'V !._I__ 1. �I ,f E. C: {. 1�i11DUNG.. .N rl LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY t 9. (3 ' t.),_, r ! ✓ �.it_'i( j(a CiviEi i I E I t RiI; L L.fEtlr,l"iAR'61E` E�� I I �'.C.}i�liis6=i'•I-P'AL CI—i�it�."U' Cash Check # / Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin -and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling info?cation, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SSII ATURE: within one business day after the receipt of materials. O (f t 6BUNIVERSAL PRE V 1 K o .' o(1c+.53EA INVOICE L 0 R D i lUM 4 This Delivery Ticket incorporates herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotatil F any, and Seller's Order Confirmation (i ding limitations of warranties), as if fully set forth on this Delivery Ticket ("Agre( it"). Seller will provide the Standard Teri id Conditions upon request. Buyer agre�cs that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water, after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900. V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicacion de credito), cualquier teimino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmacion del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveerd los terminos estandares y condiciones detal- lados en caso de as% ser requeridos. Con este documento, el. comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa on el mismo. Acepta pagar el monto de acuerdo al contrcto; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, coca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albaniler a, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la cual puede contener mds de 0.025% de silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritacion en los ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritacion en los ojos, piel y/o en la zona respirator.ia. Polvo del manejo on el trituramiento, pulido, come y/o perforacion puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes canticiades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad• La humedad puede causar la liberacion del amoniaco. La inhalacibn del amoniaco puede causar toser, irritacion o quemaduras on la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo on la salud depende en la duracion y el nivel de la exposicion. Seguridad: Evite el contacto con ojos y contacto prolongado con la piel. Use guantes, proteccion en los ojos y ropa Primeros adecuada para proteccion. Ldvese ]as manos con jabon suave y agua despues del manejo de materiales. Evite inhalar auxilios' polvos. Si se expone a polvos mds de los limites recomendados, use proteccion respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo. expongase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atencion medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas informacion visita www.ce►nexusa.com. -- 2- 7 MEMEX 56229563 . sa .. Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: ILeave Jo-b:---F Return Plant: Customer Code: Customer Name: 3022()M CONSTRUCTION SERVICES & CC)iJSUL. I•AN E'. Project code: Project Name: T Ticket Date: C " Delivery Address: Delivery Instructions: ^ ------ 1 QAL.ET C: T t i I ° Customer Job Number: Order Code / Date: 676 v PrrojectP.�O..CCN�: umber. u OCCrrSdeTr P.O. Number. PQ �(i::..�.t��.; Ii�t�:D RED $m__ttber. 6. I'V .R0E.1k3 td'r ^j Map Page. Map/Row/Column. Dispatcher: F Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: x 5-.Z`t �. f3�4t(i 9.(t(i J;'a6 io9,(i2,0 itIT1 l` L131.!(uati?L-=F R"' LL_ idt"a� ►r!i-(_L. LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION QUANTITY QUANTITY QUANTITY 00 . i 24- i j. 8 FUEL- L- S_- UFCC'!-IARG)E:. J. a 00 i _`0-. ! Y^ EN V I ROM—IENMAL: CHARGE J Cash Check # /Auth Code: Signature of Driver Receiving Cash: Check Charge Comments: WATER ADDED: UOM UNIT PRICE AMOUNT 1 3 i MAY .i I I i E { 21 PM 2:25 t i f Cash Received: Total COD Order Amount to Collect Without Standby Charges: GAL YARDS IN DRUM: WHEN ADDED. SIGNATURE CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: f SIGNATURE (� ❑ LOAD WAS TESTED BY: Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material' terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. O (,--- � —Z-- A 68UNIVERSAL h� � r 7 E 1 I~ TRK u INVOICE t. C)AD E`,EL.IM a 3 This Delivery Ticket incorporates herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati( any, and Seller's Order Confirmation (i] ling limitations of warranties), as if fully set forth on this Delivery Ticket ("Agree t" ). Seller will provide the Standard Terr. id Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, ]seep wann, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical. attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexusa.com. Este ticket de entrega incluye coma referencia al comprador (ya previ.amente ejecutada en su aplicaci6n de cred.ito); cualquier termino estandar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveerd los terminos estandares y condiciones detal- lados en caso de asf ser .requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el rrismo. Acepta pagar el monto de acuerdo al contacto; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) la coal puede contener Inds de 0.025% de silicio cristalino. Peligros: Mezcla de cemento fresco y/o cenizas volantes pueden causar irritacion en los Ojos, quemaduras en piel y ojos, y reacciones al6rgicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del manejo en el trituramiento, pulido, corte y/o perforaci6n puede contener materiales silicos, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura cal.ida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritacion o quemaduras en la nariz, barganta y pul.mones. Acudir inmediatamente al. medico. El. riesgo en la salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con la pie]. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Ldvese las mans con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios: polvos. Si se expone a polvos mds de los limites recomendados, use protecci6n respiratoria. Primeros aux.ilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 rninutos. Si se inhala polvo, exp6ngase a sire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si la irritacion continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para rods informaci6n visita www.cemexusa.com. su. a •,), - A t L' ZA/CC-MC-X 56229565 Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: { ) rl0 J, I () q t„} Customer Code: Project Code: Ticket Date: Delivery Instructions: Customer Name: j,;J �NSTRUC I ION I.',E-S A r..,•0IY1:3U%_.'T !_• Project Name: Delivery Address: I..O—C-'7g i1I I.I.' lii"<-t\Ij) Customer Job Number: Project P.O. Number. Order Code / Date: Order P.O. Number: Map Page: Map/Row/Column: Dispatcher: Ticket Number: Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: I(", ° �_ 7 9. ,:lt.) 1,(- )G.[:'.•.i --, W 090f2.22 LOAD CUMULATIVE ORDERED MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT QUANTITY QUANTITY QUANTITY ' .�.ru f_}f? i�'.s;•.��'tj.? �.�ia fTt�) jr�/ti3;;�,.'�t,;,' ;�hitit_) 1;�+�.�,a' (hr,-, J., t;;)t Cash Check # / Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: ❑ LOAD WAS TESTED BY SIGNATURE SIGNATURE Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Pleas? Xefer'fo the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information d to the material safe .data she for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. � ' 1 68UNIVERSAL PREIvl INVOICE � LDAT-.' -H 1,6 - 4 This Delivery Ticket incorporates herein by reference Buyer's previously executed Credit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotatie any, and Seller's Order Confirmation (h ling limitations of warranties), as if fully set forth on this Delivery Ticket ("Agree.._t"). Seller will provide the Standard Tenn— .,..d Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with tlie,Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust from handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of ammonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 mi.n.utes. If dust is .inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention .if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www.cemexu.sa.com. Este ticket de entrega incl.uye como referencia al. comprador (ya previ.amente ejecutada en su aplicaci6n de cr6dito); cualquier tdrmino estdndar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garantfas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estdndares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el m.ismo. Acepta pagar el monto de acuerdo al contaato; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, rocs volcdnica, arena, grava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen cemento Portland y productos de agregados como piedra caliza, dolomita, granito, coca volcanica, arena, Brava, y otros materiales silicios. Estos productos .incluyen cenizas volantes (fly ash) .la coal puede contener mas de 0.025% de silicio cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona resp.iratoria. Polvo del manejo en el trituram.iento, pulido, corte y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de aqua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemadu.ras en .la nariz, garganta y pulmones. Acudir inmediatamente a]. medico. El riesgo en ]a salud depende en la duraci6n y el nivel de la exposici6n. Seguridad: Evite el contacto con ojos y contacto prolongado con ]a piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Lavese las manor con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos rnas de los limites recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente fluya agua en la parte afectada por 15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, ldvelos a fondo con agua. Acuda a atenci6n m6dica inmediatamente si la irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1.900 V7 combinado Houston, Texas 77024 02/12 Para mas informacion visita www.cemexusa.com. ZZCC-MC-X 56229554 Plant: Begin Loading: To Job: Arrive Job: Start Unload: Finish Unload: Leave Job: Return Plant: Customer Code: Customer Name . Project Code: Project Name: 1155*.,'df,.i " '--, 'e! T .t. �Y__1._ l �t,`. r. S. i "'r r- •,t '' f': i � �.• a r�i:., tr+!'i l"i.! e.l �, ti(' �• Ticket Date: Delivery Address: r,5 Delivery Instructions: Customer Job Number: Project P.O. Number: Order Code / Date: r' t_4 Jr r C 1. : Order P.O. Number: jj Map Page: Map/Row/Column: F Dispatcher: Ticket Number: ! ES �_79 :9 Due On Job: Slump: Truck Number: Driver Number: Driver Name: End Use: a. 1'!Si 1 i.:'�?i = i ia� 'f �`i LOAD QUANTITY CUMULATIVE QUANTITY ORDERED QUANTITY MATERIAL CODE PRODUCTION DESCRIPTION UOM UNIT PRICE AMOUNT 0 - t o?.i 15 4 r' F.J .I.. r"r' A. a .t .y :'r't- "«r':, j ti,,..,... « .. ,r; r• ,, r Eai•i '�} �fdl'i..i�a_I riL. l..l-ll-dR�.,E- pSY, y,. z�-� t,; 6'" af-.7'. .j!'•bl.�.��.j�' Cash Check # /Auth Code: Signature of Driver Receiving Cash: Cash Received: Total COD Order Amount to Collect Without Standby Charges: Check Charge Comments: WATER ADDED: GAL YARDS IN DRUM: WHEN ADDED. CURB LINE CROSSED AT OWNER'S/AGENT'S REQUEST: SIGNATURE ❑ LOAD WAS TESTED BY Notice: Our drivers will make every effort to place materials where the customer designates, but the SPECIAL TERMS: Any water added is at customers own risk. If water is added on job, concrete strength Company assumes no responsibility for damages inside curb or property line. Customer agrees to the is no longer guaranteed. WARNING: Product may cause skin and/or eye irritation. CAUTION: Material terms of sale and delivery and accepts concrete as is. Due to important factors which are out of our may be hazardous to your safety and health. Please refer to the backside of this ticket for important control after delivery, this Company will not accept any responsibility for the finished results. No credit for safety handling information, and to the material safety data sheets for additional information. returned concrete. Buyers exceptions and claims shall be deemed waived unless made to us in writing AUTHORIZED SIGNATURE: within one business day after the receipt of materials. O 68UNIVERSAL INVOICE l"al ; • f , E , „ This Delivery Ticket .incorporates herein r, reference Buyer's previously executed `-lit Application, if any, Seller's Standard Terms and Conditions, Seller's Quotati( 'any, and Seller's Order Confirmation (i: ling limitations of warranties), -�s if fulry set forth on this Delivery Ticket ("Agreenicnt" ). Seller will provide the Standard Terms and Conditions upon request. Buyer agrees that, unless otherwise noted on the front hereof, all quantities and items were delivered as indicated and further expressly agrees to pay in accordance with the Agreement. AGGREGATE / CEMENT / CONCRETE PRODUCTS / FLY ASH Aggregate products are naturally occurring materials including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. Cement products include Portland cement, masonry, pozzolan (Type IP), roof tile, and stucco. Concrete products include Portland cement and aggregate products including limestone, dolomite, granite, volcanic rock, sand, gravel, and other siliceous materials. These products, including fly ash, may contain more than 0.025% crystalline silica. Hazards: Freshly mixed wet cement and/or fly ash can cause eye irritation, skin and eye burns and allergic skin reactions. Dry concrete and aggregate dust may cause irritation to eyes, skin, and/or respiratory tract. Dust frorn handling, crushing, grinding, cutting and/or drilling may contain silica, which may cause silicosis and cancer if inhaled. If ingested, keep warm, at rest, and drink large amounts of water. Fly Ash may contain trace amounts of ammo- nia. Moisture can cause the ammonia to be released. Inhalation of arnmonia can cause coughing and irritation or burns of the nose, throat and lungs. See physician. Health risk depends on duration and level of exposure. Safety: Avoid contact with eyes and prolonged contact with skin. Wear gloves, eye protection, and appropriate protective clothing. Wash hands thoroughly with mild soap and water after handling. Avoid breathing dust. If exposed to dust above recommended limits (see MSDS), wear suitable NIOSH-approved respiratory protection. First Aid: In case of eye contact, immediately flush eyes with flowing water for 15 minutes. If dust is inhaled, move to fresh air. If wet cement contacts skin, rinse thoroughly with water. Get proper medical attention if irritation persists. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combined Houston, Texas 77024 02/12 For more information please visit www,cemexusa.com. Este ticket de entrega incluye como referencia al comprador (ya previamente ejecutada en su aplicaci6n de cr6dito); cualquier tdrmino estdndar, condiciones del vendedor, propuestas del vendedor y orden de confirmaci6n del vendedor (con limitaciones y garant.fas), como acuerdo total del ticket de entrega ("Contrato"). El vendedor proveera los terminos estandares y condiciones detal- lados en caso de asf ser requeridos. Con este documento, el comprador acepta los mismos ya antes mencionados y que las cantidades y materiales fueron entregados como se expresa en el mismo. Acepta pagar el monto de acuerdo al contrcto; al menos que se identi- fique con una nota al frente de este documento. AGREGADOS / CEMENTO / PRODUCTOS DE CONCRETO / CENIZAS VOLANTES Los productos de agregados son materiales naturales como piedra caliza, dolomita, granito, roca volcanica, arena, Brava y otros materiales silicios. Los productos de cemento incluyen Cemento de tipo Portland, de albanilerfa, pozzolan (tipo IP), azulejo de azotea y estuco. Los productos de concreto incluyen. cemento Portland y productos de agregados como pied.ra caliza, dolomita, granito, roca volcanica, arena, grava, y otros materiales silicios. Estos productos incluyen cenizas volantes (fly ash) ]a cual puede contener mas de 0.025% de silicoo cristalino. Peligros: Mezela de cemento fresco y/o cenizas volantes pueden causar irritaci6n en los Ojos, quemaduras en piel y ojos, y reacciones alergicas en la piel. Concreto seco y polvo de agregados, pueden causar irritaci6n en los ojos, piel y/o en la zona respiratoria. Polvo del. manejo en el trituramiento, pulido, cone y/o perforaci6n puede contener materiales silicon, los cuales pueden causar silicosis pulmonar y cancer si son inhalados. En caso de ser ingeridos, mantenerse en temperatura calida, reposar y tomar grandes cantidades de agua. Las cenizas volantes pueden contener amoniaco. Seguridad: La humedad puede causar la liberaci6n del amoniaco. La inhalaci6n del amoniaco puede causar toser, irritaci6n o quemaduras en la nariz, garganta y pulmones. Acudir inmediatamente al medico. El riesgo en la salud depende en la duraci6n y el nivel de la exposition. Seguridad: Evite el contacto con ojos y contacto prolongado con ]a piel. Use guantes, protecci6n en los ojos y ropa Primeros adecuada para protecci6n. Ldvese las menos con jab6n suave y agua despues del manejo de materiales. Evite inhalar auxilios• polvos. Si se expone a polvos mas de Jos limites recomendados, use protecci6n respiratoria. Primeros auxilios: En caso de contacto en los ojos, inmediatamente flu.ya agua en la paste afectada por 15 minutos. Si se inhala polvo, exp6ngase a aire fresco. Si el cemento fresco tiene contacto con sus ojos, lavelos a fondo con agua. Acuda a atenci6n medica inmediatamente si ]a irritaci6n continua. CEMEX, Memorial Hermann Tower 929 Gessner, Suite 1900 V7 combinado Houston, Texas 77024 02/12 Para mas .informaci6n visita www.cemexusa.corn. 521 NW Enterprise Drive • Port St. Lucie, Flona`a s4986 y6,3 az,-o �d ` (772) 924-3575 • (772) 924-3580 (fax) 1 C 1 1 1 IN -PLACE DENSITY AND WATER CONTENT OF SOIL AND SOIL AGGREGATE BY NUCLEAR METHODS (SHALLOW DEPTH) - ASTM 6938 Project: Riverbend Project ID: 13-0183.00 Address: St. Lucie County, Florida Report ID: D-0104 Client: Standard Pacific Homes, South Florida Date: 5/1/2014 Permit No: N/A Field Tech: Daniel Decaro Test Mode: Direct Transmission Area Tested: Lot No. 27 - Foundation Pad Soil Description: Tan fine sand, trace roots Proctor / LBR ID: P-0001 Max Density (PCF): 106.0 Opt Moisture (%): 12.5% Test Standard: T-180 Compaction Required (%): 98.0% Probe Depth (in) Elev Wet Density (PCF) Dry Density (PCF) Moist. (%) Compaction Location % Results Northwest Corner 12 0-1 118.0 105.3 12.1 % 99.3% Pass Center 12 0-1 118.0 105.1 12.3% 99.2% Pass Souheast Corner 12 0-1 118.9 105.6 12.6% 99.6% Pass Testing Gauge Information: Manufacturer: Troxler Density Standard (DS): Remarks: Testinq Completed Below Slab Grade Legena Tor Llevatlon: PR = Proofroll SL = Springline SG = Subgrade BC = Basecourse TOP = Top of Pipe 1, 2, 3 = 1 st, 2nd, 3rd Lift FL = Final Lift BG = Below Grade BOF = Bottom of Footing FG = Finished Grade 2173 Model: 3430 S/N: Moisture Standard (MS) rest report shall not be reproduced, except in full, without the written approval of GFA Interna Environmental . Geotechnical • Construction Materials Testing • Special and Threshold li Florida's Leading Engineering Source www.teamgfa.com F�' S .Donald 34784 609 iiYeji: In& •CC. 60675 5de Compliance ECEIVED MAY 0 8 2014 i--"-:k.AlT-TING St. Lucie County, FL o�a� F�3- h25D -L, Pre -Construction services HULET� • • environmental Termite Treatment 7670 Okeechobee Blvd., West Palm Beach, F1. 33411 Phone: 1-800-285-7378 Fax: 561-684-0122 Property Information I Builder/Contractor Treatment Date / Time $ -00 Lot Subdivision Name ?3c5/ r061 TA", > &.�od_ld PL Street Address (If known) &.// G %AZ FZ 3,�IY1� City State Zip Owner's Name (If known) Name of Builder Shell Contractor Construction Type Ml&nolithic ❑Floating/Stemwall ❑Patio OEntry ❑Driveway ❑Other: Product/Treatment Information Treatment Type: O1 Underslab ❑ Wood Treatment Product: ❑ Disodium Octaborate 0 Imidacloprid ❑ Permethrin Concentration C7S'_ Square Feet Treated �y-�/ ❑ Patio/Driveway/Entry ❑ Final ❑ Bait System ❑ Other ❑ Cypermethrin ❑ Bifenthrin ❑ Other: Mixed Product Applied 414 5— / Linear Feet Treated ❑ If this box is checked, then Final Perimeter treatment has been completed and the following statement is applicable: Certificate of Compliance: This building has received a complete treatment for the prevention of subterranean termites. This treatment is in accordance with the laws and rules established by the Florida Department of Agriculture and Consumer Services. / Applicator's Name (please print) Applicator's Signature HES-TE019 09/12 Hulett Environmental Services© 2012 fir', Planning & Development Services Building ..& Code Regulation Division 2300-Virginia Avenue Fort Pierce; FL. 34982 Phone:(772)462.2172 :Fax:(772)462.6.443 PROPERTY INFORMATION Address: 13301 Nw Baywood PI City / State / Zip: Palm City, FI 34990 Parcel #: 4425-703-0032-000/8 Zoning: PUD APPLICATION INFORMATION Permit Number: 1403-0250 Permit Type: BUILDING RESIDENTIAL (SFR) CONTRACTOR INFORMATION Contractor Name: Michael T Collins Business Name: Standard Pacific Of Florida Gp Inc Business Addr: 405 N Reo St Ste 330 City / State / Zip: Tampa, FI 33609 REVIEWS AND COMMENTS Review Tyoe Status ADDRESSING ASSIGNMENT COMPLETE Comment: DOCUMENTS MISSING 3/19/2014 Comment: 3/21/2014 Comment: 3/26/2014 Comment: ENVIRONMENTAL REVIEW Comment: FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW 3/31/2014 Comment: 3/31/2014 Comment: 3/31/2014 Comment: Comment: 3/31/2014 REVIEW COMMENTS 1 Owner(s): Standard Pacific Of Florida Jurisdiction: . SAINT LUCIE COUNTY Lot#: 27 Block: Stories: Automatic Sprinkler System? No Fax Number: 813-288-7610 Reviewed By Date Started Lydia Galbraith 3/21/2014 PENDING VEG PERMIT SENT TO ERD COPY OF RECEIPT FOR PAID UTILITY (WATER) VEGETION REMOVAL IN DRAWER UNDER (S) NO FEE. COMPLETE Ben Balcer COMPLETE Deanna Givens 3/19/2014 Email: Tcollins@Stanpac.Com Date Completed 3/21/2014 3/25/2014 3/19/2014 Date Released 3/21/2014 3/25/2014 3/19/2014 INCOMPLETE Ed Roseberry 3/3112014 PLEASE INCLUDE SOILS REPORT, AS REFERENCED IN PLANS. PLEASE INCLUDE FLAME SPREAD INDEX FOR INTERIOR FINISHES. PLEASE INCLUDE SMOKE DEVELOPED INDEX FOR INTERIOR FINISHES. PLEASE SUBMIT ALL FASTENER REQUIREMENTS, AND INSTALLATION SPECS FOR ROOF TILE WITH PRODUCT APPROVALS IN LIEU OF RESISTANCE MOMENT IN TABLE 4 ON SHEET D-2. DESIGN PRESSURES ARE REQUIRED. Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL. 34682 Phone:(772)462.2172 Fax:(772)462.6443 REVIEW COMMENTS Page 2 ZONING REVIEW INCOMPLETE Lydia Galbraith 3/20/2014 3/21/2014 Comment: SURVEY INDICATES A 2 STORY RESIDENCE WHILE PLANS INDICATE A ONE STORY PLEASE PROVIDE CORRECTED SURVEYS. 3/21/2014 Comment: PLEASE BE AWARE THAT ABOVE COMMENTS ONLY REFLECTS THE ZONING REVIEW. THE PLANS EXAMINER MIGHT HAVE ADDITIONAL COMMENTS. SOUTHERN TRUSS COMPANIES, INC. SOUTHERN RANDY@SOUTHERNTRUSS.COM TRUSS 2590 N. KINGS HIGHWAY / FORT PIERCE, FL. 34951 C O M PAN I ES (800) 232-0509 / (772) 4644160 / (772) 318-0016 Fax: Project Name and Address: P-\\1 EI, -t:5To g\ Occupancy: t/ Single -Family Lot:__ Block: County: Multi -Family Truss Company: Southern Truss Companies, Inc. Commercial Truss Engineering Program: TrussPro by Arce Engineering Company, Inc. Plates By: Simpson Strong -Tie Contractor / Builder: -j" tE PA'-C 1 T=1C Model: MAA G!�io Elevation: Options: STATEMENT: I certify that the engineering for the trusses listed on the attached index sheet have been designed and checked for compliance with Florida Building Code FBC2010. The truss system has been designed to provide adequate resitance to wind load and forces as required by the following provision: ROOF FLOOR Design criteria: ASCE 7-10: 1'70 MPH Top chord live load-_30 P.S.F. Top chord live load: P F. Top chord dead load:_J_9P.S.F. Top chord ad load: P.S.F. Engineer: Stephen W. Warter Bottom chord live load:�_P.S.F. Bottom chord li P.S.F. Address: 2590 N. Kings Highway Bottom chord dead load:�O P.S.F. Bottom chor ead loa . P.S.F. Fort Pierce, FL. 34951 Duration factor:. j a5 Duration factor: Mean height: Exposure: C, *10.0 P.S.F. bottom chord live load nonconcurrent with any other live loads. This is an index sheet submitted in accordance with the Department of Professional Engineering. . Tallahassee, FL. Engineering sheets are photocopies of the original design and approved by me. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. No. Truss ID. 1 r3 1 21 &C7 41 41 61 G 81 101 2 HV 2 22 AJ4 42 62 G 82 102 3 23 43- 63 83 103 4 24 44 " 64 84 104 5 25 f> V-- 45 J tH 65 cq 85 105 6 26 46 I 66 �j 86 106 7 J t 27 C 47 67 �/ 87 107 8 28 48 �j 68 88 108 9 mg 29 49 69 :X-- 89 1 109 10 30 50 70 90 110 I1 31 U 51 `7� 71 Z 91 111 12 iJ 32 52 G 13 72 92 112 13 33 V 9 53 1 C(-z 73 93 113 14 v (} 34 54 CL 1 74 94 114 15 35 V 1 Z 55 C-0 75 1 95 115 16 36 C 56 76 96 116 17 2 37 57 C.'Z 77 .97 117 18 38 JS 58 1 C1 78 98 19 2 39 ''( 59 C 79 99 20 40 J 60 �� 80 100 A'-," ' �:� 120% As _witness by my seal, I hearby certify that the above informationis tine and correct to the best of my knowledge and belief. Name: Stephen W. Warter Lic: #54395 • � 00 '�� Date: .; • .., r •J,� /fillil b:* NOTE: NDS=National Design Specifictions for Wood Construction. 132.5# per Nail (D.O.L. Factor= 1.25) nds toe nails only have 0.83 of lateral Resistance Value. HIP GIRDER 12 1.5 & OVER 9 0 9-9-5 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT (Z) UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. J1 A i J3 0 J5 I A ' H7 (HIP GIRDER) A I A A A TYPICAL CORNER LAYOUT CHORD HANGERS FASTENER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2=16d nails — — — — — BC — _ _ — _ — — 2-16d nails — — — — — J5 TO HIP JACK GIRDER TC — — - — — — — 2-16d nails — — — — — BC — — — — _ _ _ 2-16d nails —— J7 TO HIP GIRDER TC — — — — — —— 3-16d nails ————— BC _ _ _ _ _ _ _ 2-16d nails — — — — — HIP JACK GIRDER (CJ7) TO HIP GIRDER TC ——————— 3-16dnails ————— BC _ _ _ _ _ _ _ 3-16d nails — — — — — SOUTHERN TRUSS COMPANIES http://xxxsoutherntm=.eom MINIMUM GRADE OF LUMBER LOADING (PSF) SUL INCR.: 25% Fec2010 T.C. 2x4 SYP J2 L 0 B.C. 2x4 SYP #2 TOP 1 SHEETS 2x4 SYP No.3 BOTTOM 00 SPACING 24" O.C. Fort Pierce Division 2590 N. Kings Highway, Fort Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax: (772) 318-0016 By: Stephen W. Warter, Structural Eng. License # 54395 2590 N. Kings Highway, Fort Pierce, FL 34951 - NOTE: NDS=National Design Specifictions for Wood Construction. 132.5-Tur per Nail (D.O.L.Factor=1.25) nds toe nails only have 0.83 of lateral Resistance Value. 12 OVER HIP GIRDER 12 O 1.5&� OVER 0 7-0-14 CORNER JACK GIRDER ALLOWABLE REACTION PER JOINT (Z) UP TO 265# = 2-16d NAILS REQ'D. © UP TO 394# = 3-16d NAILS REQ'D. Nr-- A AA cis H5 (HIP GIRDER) O in J3 I� TYPICAL CORNER LAYOUT CHORD HANGERS FASTEN ER GIRDER JACK J1—J3 TO HIP JACK GIRDER TC — — — — — — — 2-16d nails — — — — — BC — — — — — —— 2-16dnails. ————— J5 TO HIP JACK GIRDER TC - — — — — — — 2-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — TC — — — — — — — 3-16d nails — — — — — BC — — — — — — — 2-16d nails — — — — — HIP JACK GIRDER (CJ5) TO HIP GIRDER TC — — 3-16d nails — BC _ _ — — — — — 2-16d nails — SOUTI®IERN TRUSS .COMPANIES http://rt"-southemtru=.c rn MINIMUM GRADE OF LUMBER T.C. 2x4 StP #2 B.C- 2x4 SYP -12 WEBS 2x4 S(P No.3 LOADING (PSF) S'R- INCR.: asx FBC201 D L D TOP .30 I5 BOTTOM 00 10 SPACING 24" O.C. Fork Pierce Division 2590 N. Kings Highway, Fart Pierce, FL 34951 (800)232-0509 (772)464-4160 Fax: (772) 318— 0016 By: Stephen W. Warter, Structural Eng. License # 54395 2590 N. Kings Highway, Fort Pierce, FL 34951 SCAB -BRACE DETAIL I ST - SCAB -BRACE Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web +1- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACING IS — REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. 011 MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH =1Z-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails � Section Detail ® Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. A T-BRACE / I -BRACE DETAIL I _ dote: T-Bracing / I -Bracing to be used when continuous lateral bracini. is impractical. T-Brace / I -Brace must cover 90% of web length, dote: This detail NOT to be used to convert T-Brace / I -Brace webs to continuous lateral braced webs. Nailing' Pattern T-Brace size Nail Size Nail Spacing 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) WEB Nails Nails / SPACING �k Section Detail T-Brace Web Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T-Brace 1x4 (*) I -Brace 2x6 1x6 (*) T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 '2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace Nails` T-Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SYP webs are used in the truss, 1 x4 or 1 x6 SYP braces must be stress Web M I -Brace rated boards with design values that are equal to (or better) the truss web design values. For SYP truss lumber grades up to #2 with 1 X bracing material, use IND 45 for T-Brace/1 Nails/ For SYP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/l L-BRACE DETAIL Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) WE Web Nails L-Brace must be same species grade (or better) as web member. Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 *** 2x6 1x6 *** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2A 2x6 2x6 '** 2x8 2x8 *** — DIRECT SUBSTITUTION NOT APLICABLE. 9111s�y Trui assED oa�tcaiy MINIMUM GRADE OF LUMBER UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY 1x4 "T'—BRACE. 80% Top Chord 2x4 SYP #2 SPF #1/#2 or better LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED Bolt Chord 2x3(*) OR 2x4 SP #2N OR SPF #1/#2 or better DUALLY SPAC8d BOX E FOR VERTICAL ALLELS ATY WEBS GREATER THAN 7-9'.11 BRACING, Webs 2x4 SYP #3 or better MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'-0". (+) 2x3 MAY BE RIPPED FROM A 2x6. (PITCHED OR SQUARE) (++) ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WITH: (2) 16d BOX (0.135" x 3.5") NAILS TOE —NAILED FOR FBC 20g7. ASCE 7-10 11Q MPH WIND. ae MEAN HEIGHT, ENCLOSED BUILDING. EXP. C. RESIDENCIAL, WIND TC DL-5 PSF. CUT FROM 2x6 OR LARGER AS REQUIRED 4'-0" Max WZx W2x w2x4 8'-0" Max _I W10 16,-0" Max WIx3 x3 11 6'-0"Max Spacing SQUARE Cur 80Ti0M CHO VALLEY --- 1 W2x4 20'-0" Max (**) SUPPORTING TRUSSES AT 24" O.C. MAXIMUN SPACING. SOUTHERN � TRUSS Fort Pierce Division 2590 Fort Pierce 9 FL 34951 COMPANIES r1 OMPANIES (800)232-0509 (772)464-4160 naP,//•"+.•.. Fax:(772)31 8-0016 8y SI.Oh." W. WaIt. St-11-1.1 E... Ue .. 1 54395 3590 .. NIn9. M9 --, x".t p,. . R 34951 TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH: PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURLINS AT 24" OC. OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. (***)NOTE THATH THE PURLIN SPACING FOR BRACING THE TOP CHORD OF THE TRUSS BENEATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE TOP CHORD. (++) LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 12'—D". BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. VALLEY cur CHORD W2x4 W2x4 OPTIONAL STUB OPTIONAL HIP END VERTICAL JOINT DETAIL N/\/ CI Ir t—i 1 r--1 �Z_p Erection bracing is not the responsibility of truss designer, plate manufacturer nor truss fabricator, persons erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection; and permanent bracing which may be required in specific applications. See 'BCSI—B1 Summary sheet Commentary and recommen— dations for handling, installing do bracing metal plate connected wood trusses' (1PI). Trusses are to be erected and fastened in faAened in a slmight and plumb posiBon where AD sheating is applied directly to the top chards, they shall be braced as specified on the truss design. Trusses shall be handle with reasonable care during FRAMING Loading TC LL 20_ 20 PSF TC DL 10 15, PSF BC DL 5 5 PSF BC LL 0 0 PSF TOTAL LOAD 35 40 PSF WO FACTOR 11.2.5 1 1.25 SPACING AT 24" O.C. i 0 This product is preferable to similar conneclors because of a) easier installation, b) higher loads, c) lower installed cost, or a co•nbinalion of these /ealrrres. b� • • All hangers in this series have double shear nailing - an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, taster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than The HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 135. FINISH: Galvanized. Some products available in stainless steel or Ziv1AXcq coating; see Corrosion Information, page 14-15. INSTALLATION • Use all specified fasteners. See General Notes. Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for welded or nailer applications. OPTIONS: • LUS and MUS hangers cannot be modified. HUS hangers available with the header flanges turned in for 2-2x (3'/e') and 4x only, with no load reduction. See HUSC Concealed Flange illustration. • Concealed flanges are not available for HGUS and HHUS. • See Hanger Options, page 216,for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -lie for details. These products are approved for installation with the Stfono-Drive SD Structural -Connector screw. See page 27 for more information. 1.See table an page 135 for allowable loads. Min. Dimensions Fasteners Model Heel Ga B Carrying Carried No. Height W H Member Member SINGLE 2X SIZES LUS24 2% ; 1'/c 314 1% 4-10d 2-10d' LUS26 4'% 18 1'/s 4'/4 1'/4 4-10d 4-10d MUS26 4"/s 18 1'/s 5y" 2 6-1Od 6-10d HUS26 4414 16 1'A 5% 3 14-16d 6-16d HGUS26 4'/,s 12 1'/. 5'/a 5 20-16d B-16d LUS28 4'/,6 18 1'/s 6% 1'/4 6-10d 4-10d MUS28 6V% 18 1'/,s 6"/s 2 8-1Od B-1Od HUS28 6'k 16 15/s 7 3 22-16d 8-16d HGUS28 69/,6 12 1% 7% 5 36-16d 12-16d LUS210 4'/4 18 1'/s 7"/,e 13/4 8-10d 4-10d HUS210 8'/a 16 1% 9 3 30-16d 10-16d V for 2zs 1'/s for 4) 5 C d0 e H c b �-w—� /s LUS28 f HHUS210-2 (Truss Designer to provide fastener quantify for connecting multiple members together) f ° Double — Shear I 4; Nailing j Top View OF Allowable Loads SP Allowable Loads ModelSnow Roof (100) (15) (125)53) (1(125) (60) 1No. (11 ind SINGLE 2x SIZES LUS24 490 670 715 825 1045 490 725 831 895 ® LUS26 1165 865 910 1070 1355 1f65 940 1075 1165 MUS26 1D90 1295 1480 1605 1825 1090 1410 161D 1745 HUS26 1550 2720 3095 3335 3335 1550 2950 3335 3335 HGUS25 1765 436o 4885 5230 53110 1765 4725 5290 5390 1365 LUS28 1165 1100 1255 1360 1725 1165 1880 2150 1480 2330 MUS28 1555 1730 1975 2140 2645 20Da 3790 3960 4070 j HUS28 2000 3965 4120 422D 4335 3015 6460 6705 6870 HGUS28 3015 6745 6970 7125 7275 � 2090 1165 1445 1660 1795 WS210 1161525 1650 5 1340 .a _m A )r4: ddd5 4575 5020 3000 4105 4310 4450 SIMPSQ{if< �StrongT �MUS28 1iGUS28-2 Double Shear Nailing Side View Do not s' bend tab E. ` b c e. HUS210 (HUS26, HUS28, and HHUS similar) 0 F 'M i HUSC Concealed Flanges (not available for HHUS, HGUS:.and HUS2x) th MUM." alto, ­,9hf Dome Double Shear Nailing Side View (available on some models) U.S. Patent 5,603,580 SPFIHFAllowable Loads Cade Wind Uplift' Floor Snow Roof Wind Ref. (160) (150) (10o) (115) (1251 (160) 1135 420 575 655' 705 895 1475 1005 740 B45 915 1160 17, F6, L17 1825 940 1110 1265 1370 1570 3335 1335 2330 2650 2820 2865 5390 1520 375D 1 4200 I 4500 4635 L17 1835 1005 940 1075 1165 1475 2645 1 1335 1475 1690 1830 2275 17,176,L17 , 4335 1720 2905 3035 3125 3435 7275 2595 4960 5160 5290 5745 L17 2270 1005 1145 1305 1415 1745 17,F6,L17 4930 2580 1 3150 1 3315 1 3425 I3815 a . Plated Truss Connectors SIIUIPSON�` ?) These products are available with additional corrosion protectidn. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads Model No. Height el Ga W H B Carrying Member Carried Member Uplift' (160) Floor (100) Snow (115) Roof (125) Wind (160) Uplift' (160) Floor (100) Snaw (115) Roof (125) Wind (160) Code Ref. DOUBLE 2x SIZES LUS24-2 2'/a 18 3'% 3'/e 2 4-16d 2-16d 440 800 910 985 1250 380 680 780 845 1070 LUS26-2 4%s 18 3'/a 41/a 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HHUS26-2 45/,6 14 35/1. 5'/6 3 14-16d 6-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 HGUS26-2 4% 12 35/,6 5'' 5 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L17, F23 LUS28-2 46% 18 3% 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 HHUS28-2 6a/s 14 35/,6 7/43 22-16d 8-16d 2000 4210 4770 5140 6440 1720 3615 4095 4415 5375 17, F6, L17 HGUS28-2 6Ms 12 35A6 73Ae 4 36-16d 12-16d 3235 7460 7460 7460 7460 1 2785 6415 6415 6415 6415 1 17, L17, F23 'LUS210-2 67/,6 18 3'/a 9' 2 8-16d 6-16d 1745 1830 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 8% 14 35A6 8% 3 30-16d 10-16d 4000 5635 t638O 6880 7165 3525 4835 5270 5380 5765HGUS210-2 8a/6 12 35A6 9M. 4 46-16d 16-16d 4095 9100 9100 9100 3525 7465 7730 7825 7825 17, L17, F23 TRIPLE 2x SIZES HGUS26-3 413As 12 415/16 5'/2 4 20-16d 8-16d 2155 4355 1 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 613A6 12 4"A6 7'/e 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-3 81% 12 4'%6 9% 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17,L17,F23 HGUS212-3 105/a 12 41/16 103 4 56-16d 20-16d 5045 9600 9600 96DD 9600 4335 8255 8255 8255 8255 HGUS214-3 125/s 12 41/16 123/4 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 51/2 12 69A6 57% 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-4 7'/a 12 6M6 7'/16 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-4 9'/4 12 69/16 93A6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-4 10% 12 66A6 10%a 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-4 12% 12 6%6 125/a 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 4x SIZES LUS46 4% 18 3% 43/a 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HGUS46 4%6 12 3% 47/16 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HHUS46 45As 14 3% 5% 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 IT,L17,F23 LUS48 4% 18 39A6 63/< 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 HUS48 6'% 14 3a/6 7 2 6-16d 6-16d 1550 1595 1815 1960 2470 1550 1365 1555 1680 2115 17,F6,L17 HHUS48 6'% 14 35/a 7% 3 22-16d 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535 HGUS48 01s 12 3% T'A6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 IT, L17, F23 LUS410 6'/ 18 3%6 83/, 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS410 83/ 14 3% 9 3 30-16d 10-16d 1 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17, F6, L17 HGUS410 8M6 12 3% 9iv, 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS412 107As 1 12 3% 107% 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS414 117A6 1 12 1 35/e 127As 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 17, L17 1. Uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong-TieO Connector Selector' software or conservatively divide the uplift load by 1.6. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 232 for details). 4. Truss chord cross -grain tension may limit allowable loads in accord@nce',vith ANSUTPI 1-2007. Simpson Strong -Tie`-• Connector Selector"" Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on minimum of 2-ply 2x carrying member. With 3x carrying members, use 16dx21/2" nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx1'/z nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. 6. NAILS: 16d = 0.162' dia. x 31/2' long. See page 22-23 for other nail sizes and information. 135 Actual DimensioNBMax Fasteners Joist Model No. Ga Min/ Size w H Face HU416/HUC416 14 3% 135/e 2Yz p 3s/,6 13 % 2Y2 N 3% x 18 HGUS412 3% 10'/+s 4 - HGUS414 12 3% 12Y,,6 4 HUCQ412-SDS 14 3%s 11 3 - HU68/HUC68 14 5Yz 5'%s 2'/z N 5'/a x 7'/a 5'/z 51 /1s 2'/ M HGUS5.50/8 12 5Yz 6'%6 4 - HU610/HUC610 5'/ 7% 2Y M 14 5'% 7% 21/2 M; '/a 9/9Y2 HHUS5.50/10 5'/2 9 3 — HUC0510-SDS 5'/2 9 3 — HGUS5.50/10 12 5'/z 8'%s 4 — HU612/HUC612 5+/2 9% 2'/ M1 14 5Y, 9'/e 2Yz Ma 11'/4 -11% HHUS5.50/10 5'/2 9 3 — HUCQ612-SDS 5'/2 11 3 — HGUS5.50/12 12 5'/2 10Y2 4 — HU616/HUC616 5'/ 1211/s 21/2 14 5Y2 12'/16 2'/ Ma 5'/a x 14 HHUS5.50/10 5Y2 9 3 — HUCQ612-SDS 5'/2 11 3 — HGUS5.50/14 12 5'/2 12'/2 4 — HU616/HUC616 5// 121%s 2'/ Min 14 5Yz 1211/,6 21/2 Ma) 5'/4 x 16 HHUS5.50/10 5'/2 9 3 — HUCQ612-SDS 5'/2 11 3 — HGUS5.50/14 12 5'% 12'/2 4 — HU616/HUC616 5'/2 121% 2'/ Min 14 5'/2 12'1/,6 21/2 Max 5% x 18 HHUS5.50/10 5Yz 9 3 — HUC0612-SDS 5Y2 11 3 — HGUS5.50/14 12 5'/2 12Y22 4 — HU410-21 7'/ 9'/e 21/2 Min 7x HUC410-2 14 7Ye 9'% 2% Max 9'/<-9'/z HHUS725/10 7'/a 9 36/,s — HGUS7.25/10 12 7'/4 8% 4 — HU412-2/ 7'/ 11'/ 2Yz Min 7 x HUG412-2 14 7'/e 11'/e 2% Max 11'/a<-11'/s HHUS725/10 7Ya 9 35/,s — HGUS7.25/12 12 7'/a 10% 4 — HU414-2/ 7'/e 13'/6 2'/2 Min 7 x 14 HUC414-2 14 71/ 13 B 2Yz Max HHUS725/10 7'/a 9 3% — HGUS7.25/14 12 7'/, 12% 4 — HU414-2/ 7% 13Yss 2'/2 Min 706 16 HUC414-2 14 7'/s 13% 2'/2 Max HHUS725/10 7y, 9 35/,s — HGUS725/14 12 7'% 12% 4 — HU414-2/ 7'% 13% 2Y2 Min 7 x 18 HUC414-2 14 7+/ 13% 2Yz Max HHUS725/10 7'/ 9 35/,6 — HGUS7.25/14 12 7'/a 123/,s 4 — 7x14 to 30 For additional hangers see HGU/HHGU on page 107. See footnotes on page 105. Joist n 20-16d 8-10d ix 26-16d 12-10d 56-16d 20-16d 66-16d 22-16d 14-SDS'/a'x2%z° 6-SDS WX2' 10-16d 4-16d x 14-16d 6-16d 36-16d 12-16d I 14-16d 6-16d c 18-16d 8-16d 30-16d 10-16d 12-SDS'/<'x2Y2' 6-SDS'/a"x2Y 46-16d 16-16d 16-16d 6-16d 22-16d 8-16d 30-16d 10-16d 14-SDS %'x2'/z' 6-SDS'/a'x2'/ 56-16d 20-16d 20-16d 8-16d 26-16d 12-16d 30-16d 10-16d 14-SDS'/a'x2'/2' 6-SDS'/a'x2%° 66-16d 22 i6d 20-16d 816d 26-16d 1216d 30-16d 10 i6d 14-SDS'/a°x2'/z 6-SDS'/a°x2'/2' 66-16d 22-16d 20-16d 8-16d Allowable DF/SP Species Header Uplift Floor Snow Roof (160) (100) (115) (125) 1515 2975 3360 3610 2015 3870 4365 4695 5045 9600 9600 9600 5515 10100 10100 10100 /z° Loads SPF/HF Species Header Floor Snow Roof (100) (115) (125) 2565 2895 3110 ---- 3760 4045 8255 8255 8255 8685 8685 8685 2510 5460 5560 5560 3930 4000 4000 900 1490 1680 1805 1280 1445 1555 1345 2085 2350 2530 1795 2025 2180 3235 7460 7460 7460 6415 6415 6415 1345 2085 2350 2530 1795 2025 2180 1795 2680 3020 3250 2305 2605 2800 3735 5635 6380 6880 4835 5480 5910 z 2520 4680 5380 5715 3370 3875 4115 4095 9100 9100 9100 7825 7825 7825 1345 2380 2685 2890 2.050 2315 2490 1795 3275 3695 3970 2820 3180 3425 3735 5635 6380 6880 4835 5480 ---- ° 2520 5315 5315 5315 3825 3825 3825 5045 9600 9600 9600 8255 8255 8255 1795 2975 3360 3610 2565 2895 3110 2695 3870 4365 4695 3330 3760 4045 3735 5635 6380 6880 4835 5480 5910 2520 5315 5315 5315 3825 3825 3825 5515 10100 10100 10100 8685 8685 8685 1195 2975 3360 3610 2565 2895 3110 2695 3870 4365 4695 3330 3760 4045 3735 5635 6380 6880 4835 5480 5910 2520 5315 5315 5315 3825 3825 3825 5515 101D0 10100 10100 8685 8685 1 8685 1795 2975 3360 3610 2565 2895 3110 .f Code Ref. 19, L12, F8 19, F23 19, 1-12. F6 19 19, L12, F8 19, F23 19, 1-12, F8 19. F23 19, L12, F8 19, F23 19, L12, F8 19, F23 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 3016d 1016d 3735 5635 6380 6880 4835 5480 5910 14-SDS Ya'x2'/' 6-SDS''/a°x2'/2° 2520 5315 5315 5315 3825 3825 3825 19. F23 66-16d 22-16d 5515 10100 10100 10100 8685 8685 8685 14-16d 6 16d 1345 2085 2350 2530 1795 2025 2180 18-16d 8-16d 1795 2680 3020 3250 2305 2605 2800 19,L12,F8 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 19, F23 16-16d 6-16d 1345 2380 2685 2890. 2 550 2315 2490 22-16d 8-16d 1795 3275 3695 3970 2820 3180 3425 19,112,F8 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 56-16d 20-16d 5045 9 000 9600 9 000 8255 8255 8255 11. F23 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 2616d 1216d 2695 3870 4365 4695 3330 3760 4045 19, L12, F8 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 6616d 2216d 5515 10100 10100 10100 8685 8685 8685 19, F23 20 16d 8 16d 1795 2975 3360 3610 2565 2895 3110 26-16d 1216d 2695 3870 4365 4695 3330 3760 4045 19, 1-12, F8 30-16d 10-16d 3735 5635 6380 6880 4835 5480 5910 6616d 22-16d 5515 10100 10100 10100 8685 8685 8685 19, F23 20-16d 8-16d 1795 2975 3360 3610 2565 2895 3110 26-16tl 1216d 2695 3870 4365 4695 3330 3760 4045 19, 1-12, F8 30-16d 10-16d 1 3735 5635 6380 1 6880 1 4835 5480 5910 66-1bd 22-16d 1 5515 10100 101001 101001 8685 8685 8685 19. F23 I ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced root live loads have been considered for this design. BC 2 x 4 SP No.2 3-10-10 oc pur6ns. 2 Wind: ASCE 7-10; 170mph(3sec gust)Vosdw 132mph; hw2011: TOOL-6.Dpsf; BCDL-6.Opsf; Category 11; Exp C; enclosed: MWFRS (low-rise) WB 2 x 4 SP Nc.3 SOT CHORD Rigid ceiling directly applied or 8-9-10 oc and C-C Interior(l) :one; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and OTHERS 2 x 4 SP No.3 bracing. far MWFRS for reactions specified. 1 - Ply J)) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. REACTIONS (Ib/946) 1-1127/Mechanical, 5-1289/0-8-0 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 Ib uplift at joint 1 and Nos Harz 1--343 LC 4 431 to uplift at joint 5. Max Uplift 1.-289 LC 6). 5.-431(LC 7) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2w-1802/701, 2-3:-1569 744,3-4--1514/700, 4-5w-1742/655. 5-6-0/60 BWEOBS ORD 2-9- 443%359. 3-9w•2641629.3 7- 19/544. 5-7w-33/3137B 209 544, 4-7w-383/314 1 0 3 PLATE: SIMPSON STRONC SE 1. 2. SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 5-5-13 10-6-0 15-6-3 1 21-0-0 22-4- 5-5-13 5-0-3 5-0-3 5-5-13 1-4-11 4x5 = 3 3x4 = 3x4 = 3x4 = 7-1-14 13-10-2 21-0-0 7-1-14 6-8-5 7-1-14 �C FURNISH A COPY OF THIS TRUSS DESIGN TO E Ta NTRACTOR ncated from BASED ougeOASTM A653/6553M Grade de CRITERIA: better L J[ /// cSI °osi reel. ' \\\\\ \\ (a T [ R �/ Dc we 0.2T Ilied to both faces of truss at each inl. Where n, plates are symmetrically placed about joint or as C i LOADING hall pe occ7Vm fished equipment snug �� i i CRITERIA: At using producing (bedded pplatesp .ompression top chord to be continuously braced by the I restraint shown i)S to prevent buckling of individual truss - ded a a brocinU for the roof structure or as a 4 ' 0 W ^� �J - i2I : LOADING (psl) TCLL 30.0 TCDL 15.0 pan pion e root to the blTilding. _ }-- < BCLL 0.0 CAUTION: and a copse ddame e a rso al in'iu�y f i I sbrace� �racmg on ihdspc�rowlp9 is".NU1I BcDL 10.0 sh wn use Plate Institute �TPI) publication BCSI 2008 BUILDING U )RMATION. Curie (o good practice for handlin installing I w od l sees . TPI I fed t. p1g Nortjl �e 5beet �elephone: �83 �OtO \ i FL V �2g314. (0�f E-mml: mlo®tpinst.org I s WARNINGS enclosed with drawingpackage. FIZQ -, -,\\ TYPE: D1 DEFL( ' (toe) I/e.a L/a PLATES GRIP )) 9w1(iL) -0.22 1 D >999 240 AS20 246/195 rbnD 0.05 a W. wi (Ll) 0.09 1-9 >999 a/o 240 ASteM 216/19 DATE: Feb 2012 TPl1-2007 MATRIX Version: 10.2d SPACING 2-0-0 Pial.. Incr.m. 1.00 Lumb.r Increase 1.33 Rep 51r... I- YES Cod. FSC2010/1712007 11111111\" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 5 LUMBER TIC 2 X 4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) wind: ASCE 7-10; 17Dmph(3sec qust)Vosdw 132mph; h-20ft: TCDL-6.Dpst: SCOLw6.Opsf; Category It; Est, C; enclosed; WwFRS (low—rise) BC 2 X 4 SP No.3 2-0-0 oc purI ns. except and verticals. and C—C Interior(t) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C—C for members and forces, and WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. 1 —ply bracing. 2) This truss has been designed for a 10.0 psi bottom chord live load noncohcurrent with any other live lootls. REACTIONS (lb/size) 1-72/2-0-0. 3-72/2-0-0 Moe Hors 1.46(LC 6) 3 cable requires continuous bottom chortl bearing. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 It, uplift at joint 1 and 37 Mae Uplift Iw—IO(LC 6), 3--37(LC 6) It, uplift at joint 3. FORCES (Ib) — Maximum Compression/Maximum Tension LOAD CASE(S) Standard TOP CHORD 1-2--39/24. 2-3w-59/63 BOT CHORD 1-3-0/0 2-0-0 2-0-0 1.5x4 II 2 2x4 i 1.5x4 II 2-0-0 2-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E 1'CbNTRACTOR TYPE: MV2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ���1 // 'f' // CC5 o.oe ac o.o. Vn LL nk, Q-) Vd.11 su vw1lnl /. - n/o 999, PLATES GRIP hot -di ped alvanized steel. 'oin`` ��� C P fQ we l s8.00 Ibrr(n) 0.00 e/. ./. AS 0 246/195 AS16H 246/195 2. ConneL�lor plgates are applied to both faces of truss at each Where dimensions are not h wn, plates are symmetrically placed allout joint or as indicated b circles �Sa� S iF JiL LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX( SOUTHERN 3. C ding gndyfobr atlon shall be acc m fished using equipment producing snug fii((mg join s an(�clully mbeddad la�esp /• G� �` nJ Version: 10.2d TRUSS 4. Unl ss otherwise note, compression top chord to be continuously braced by the Do sheathing. 5. The permangnt structural restraint shgwn i to regent buckling of individual truss = r Q +I 0 jrJ : 4j - LOADING (psi) SPACING 2-0-0 TCU. 30.0 plot..I.,..... 1.00 C COMPANIES member anfl is nolt intended als a bracing pp)son for the roof structure or as a plan bulltling. _ ( - I C TCDL 15.0 Lumber Increase 1.33 BCLL 0.o Rep 54— Inc, YES for the attachment of the roo to the copseOdo fn _ BCDL 10.0 Code FBC20IO/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es ca a don erou and Cop a e o Q persopal to f 'ir]pf I handed ms�olled gn�1/2r �lrocetl. tlrocmg sh wn on ortlrawlpy Is. dl' BRACING. Refer to the Truss Plate Institute �TPI) 6CSI 2008 BUILDING ' (772)464-41G0 Fax:(772)318-0015 publication COMPONENT SAFETY INFORMATION. Guile to good pr�aecctic�e• for ghandlingL installin Qf met3o12plate connected? god lr ss.s . TP)(i'S09f 683 �0101 \ !�L ,• � Juite 1Y; Alexandria VA 2314, 1pele hone: ENmuh: inelot'tpienst.orgF�- Read all manufacture s WARNINGS enclosed with drawing package. "I'll ,I111\11, ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 5 LUMBER BRACING NOTES Tc 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(35ec gust)Va5d-132mph; h-201t; TCDL-6.DP31: SCOLw6.Op3f; Category n; Exp C: enclosed: MwFRS (low-rise) SC 2 X 4 SP No.3 4-0-0 oc purrins, except end verticals. and C-C Interior(1) zone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed lot C-C for members and forces, and WB 2 X 4 SP No.3 SOT CHORD Rigid calling directly applied or 10-0-0 x for MWFRS for .actions specified. 1 -ply bracing. 2 This truss hasa. been dcoati.esigned for a 10.0 psi bottom chord live load nonconcurcenl with any other live loads. REACTIONS (lHa) 1 -182/4-0-0, 3-182/4-0-0 4 Provide mechanical connections b chordbearing. of truss to bearing plate capable of withstanding 25 lb uplift at joint 1 and 92 Maxow Ho. 1:115(LC 6) (Y ) 9Pa P 9 P� li Mow UpIII 1.-25(LC 5). 3w-92(LC 6) lb uplift of joint 3. FORCES (lb) - Maximum Compression/Moximum Tension LOAD CASE(S) Standard TOP CHORD 1-2--96/60, 2-3w-149/159 BOT CHORD 1-3-0/0 4-0-0 4-0-0 1.5x4 II 2 2 x 4 O 1.5x4 II 4-0-0 4-0-0 Lf PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOR 4CONTRACTOR TYPE: MV4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: from ASTM A653 653M Grade A better \\ L / \\ // // csI 1C 0.s2 DM (I.) I/d.n t/d v..l((u)) % /. 999 n/ PLATES GRIP I. Connector lutes are fabricated 20 gouge or p 9 9 / hot-dippetl GDlvonited steel. 'oin((. �\ T C _ wl P !Q /� Be a.N we Vrtl(TL) _ n/O 999 xotr(n) p:oo n/a n/a AS20 246/I9S ,Ls1Bn 245/195 2. Connector plates are applied to both faces of truss at each Where dimensions arg not h wn, plates are symmetrically placed o out joint or as \� V • • • • • . , •' c [L14 Id�.00 LOADING DATE: Feb 2012 SOUTHERN indicated by circles �o� 3• C tling, qnd fabri a ion shall bbe accom Iished using equipment producing snug I (in jolntsand ciufly mbedded latesP �/ • •' (r i Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Unl@sus otherwise note compression top chord to be continuously braced by the 00f sheathlnpp. 5. ri}1e structural restraint shgwn i� tofprevent buckling of individual truss _ - ,•,/ •' W Fj -� — LOADING (psi) SPACING 2-0-0 TCLL 30.0 Plat.. ineree.. 1.00 COMPANIES perman�¢t member on is not intended oo brocmg pan or the roof s ructure or as a plan for the of the roofto the building.- — }-^ C — "CCU. 15.o Lumber Incnoee 1.33 ecLL o.0 R.p shs. Mcr YES I 2590 N. Kings Highway Pierce, FI. 34951 coachmen CAUTION: Trus ei Ga be don erou and CD copse domo a orld p rsopal to (impr f1 I han 3�esd 1.l ed an$/or traceo. grocmg sh wngon Ih1s dPrawlpg is (�1' EHGI �U y V SCOL 10.0 cods FBC20IO/TPa0o7 Fort (772)464-4160 Fax:(772)318-0015 in BRACING. Refer to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. GuiQe to good practice for handling installingg Nortjl ` Chi •• 4f me(aI?Iote connected w od t sses . TPI I 1g to tree? Suite 31z Alexandr'lo VA �2gS14.ele hone: (IT �010 E-moll: mPlo�tpmsLorg F�- Read all manufacture s WARNINGS enclosed with drawing acko e. ,I E S S 7 .\` "0111111101, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 x 4 Ste No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 17Dmph(3sec gusl)Vosd-132mph; h-201O TCDL-6.Op3f; BCDL-6.Opsf; Category 11; Exp C; enclosed; MWFRS (low—rise); BC 2 % 8 SP No.2 4-8-0 oc purr.... Lumber DOL-1.33 plate grip DOL-1.33. WB 2 % 4 SP No.3 SOT CHORD Rigid ceiling direelly applied or 1D-0-0 oc 2 This I—. has been designed for a 10.0 psf bottom chord live load nonconcumni with any other live foods. 1 _ ply bracing. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 1. 48 Ib 3 265 ID 4. REACHONS 'Ib/size) 1-1735/0—B-0. 3-75/Mechanical, 4-874/Mechanical lzox Harz 1-157(LC 9) uplift at joint and uplift at joint 4) Hangers) or other connection device(,) shall be provided sufficient to support concentrated lood(s) 1107 ib down and 324 Mo. Uplift 1--466(LC 5), 3--48(LC 5). 4w-285(LC 5) It, up al 0-8-12. end 1107 lb down and 324 lb up at 2-8-12 on bottom chord. The design/selection of such connection FORCES (lb) — Maximum Compression/Maximum Tension device(.) is the responsibility of othere. 5) In the LOAD CASE(S) .action, load, applied to the face of the truss ore noted as front (F) or back (8). TOP CHORD 1-2--1293 296, 2-3--49/29 BOT CHORD 1-7.-360 'a 0:6-7--360/f050. 5-6--360/1050, 4-5-0/0 LOAD CASE'S) Standard WEBS 2-6--376/1425, 2-5--1420/487 1) Regular: Lumbar Increase- 1.33. Plate Increase-1.00 Uniform Loads (pit) Vert: 1-3--90. 1=4--20 Concentrated Loads (Ib) ' Vert: 6--1107(B) 7--1107(8) 2-8-54-8-0 2-8-5 1-11-11 3x4 = 4x4 = 2-8-5 4-8-0 2-8-5 1-11-11 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO CONTRACTOR TYPE: J4G SIGNBASED SEALINGI. gaugeUPON Fpl is ASTM A653/6D53M Grade A ` �j /l /// asi V>999 3 0 ON L/d {n) o:ooi (I�� ) PLATES GRIP CoctoOr ass fabricated aced 20 oTbeter hot—tf eft olvanlzed steel. pP •winl. Where ��\\\ r^ • L ,�j / \ P rC �T t� Be we 0.51 (uatr.) 8 TL -0.01 3 nya n/a W" 9sna a 0.01 6 1999 240 AS20 . 245/193 As,6H I46I193 2. Conine for Ill les are applied to both faces of truss at each dimensions arp not h wn, plates are symmetrically laced about joint or as y p ) , •� LOADING DATE: Feb 2012 SOUTHERN indicated by circles 3. C (ling pnd fabrics on shall be acc m fished using equipment producing snug fitmp )olnts and fuFty�mbedded p•Ia�e3p + �t'.'�� �i' i �` Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Unl@s otherwise note , compression lop chord to be continuously braced by the root sheathing. _� /� 1 4 ' ( tl] + w LOADING (psi) SPACING 2-0-0 COMPANIES 5. The permondnt structural restraint shgwn i9 tofprevent buckling of individual truss member on is no� .tended or a bracing pplan or the root structure or as a plan — bulltling. = b - 111 — f" C — TOLL woo I Plal.s lner.a.. 1.00 rcoL ts.o Lamb.r lncreo.a ,.33 BCLL o.o it slr.a. Iner NO 2590 N. Kings Highway for the attachmen of the roo to the CAUTION: _ Trus es ca he don erou and o copse damn e a d p rsopal'n f i r1 I �brace� �racing t' E�1°IUV y �tls d�rowpgy, : — — BCOL 10.0 Code FBC20IO/TP12007 Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 handed 1ns�alled an�l/or sh wngon Is BRACING. Refer to the Truss Plate Institute TPI) publication tlCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling installingq \ � •• � f metal late connected wood lr sses .TPI I9 4�ed `. p1g Nortjt le treet guile J1[, Alexandria VA?2314. 1Pelephone: (�OJf b83 l010 E—ma11: melo®lpinst.org /� FL Read ail manufacture s WARNINGS enclosed with drawin ocka e. i J If- IIIII 1\\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 3 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind. ASCE 7-10; 17Dmph(3sec qust)Vasdw132mph: hw2011; TCDLw6.Op3f: BCOLw6.Ope1; Category 11; Exp C: enclosed: MWFRS (low—rise) BC 2 x 4 SP No.2 4-8-0 oa purr s. and C—C Interior(1) zone; Lumber DOL-1.33 plate grip DOLw 1.33. This truss is designed for C—C for members and forces, and OTHERS 2 x 4 SP No.3 BDT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reoalions specified. 1 _ply bracing. 2)) This Irusa has been designed fora 10:0 psl bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/site) 3w163/Mechanical, 2-414/0-8-0. 4w43/Mechanical 3) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 121 lb uplift at joint 3 and Max Horx 2w2J1(LC 6) 193 lb uplift at joint 2. Mo. Grrov 3w163(LCL 1),)2-49 4(L0 1). 4: 85(LC 2) LOAD CASE(S) Standard FORCES (Ib) — Maximum Compression/Maxi num Tension TOP CHORD 1-2-0/60. 2-3w-119/67 SOT CHORD 2-4-0/0 -1-4-0 4-8-0 1-4-0 4-B-0 4-8-0 4-8-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO nq.Ub,14C1QNTRACTOR TYPE: A SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: csl a7L (1.1 1/4.n L/C 60 PLATES GRIP t. Connector Iates are lubricated from 20 gouge ASTM A653 653M Grade A or better \\ / >c o.w vw1 a -o.ox 2-. >999 740 p 9 9 / \ T C // we °o:oo � & n -o00 z-3 >.4. r/ AS2o 2.6/195 hot -di peal alvanized steel. \ 2. Conne GGfor PQ PP 1 v'� r ... ! f j , As1aH 246/195 t, Fates area lied to both faces of rues at each ' inl. Where \ /! (ualri.) lrma 1L o.oa 7 iro dimenslo s are not h wn, plates are symmetrically placed a�out joint or as `' 3 ! indicate �b circles �04 LOADING DATE: Feb 2012 3. CC (lin qna� 1C.brl a ion shot] bbe acc mufished lisin a ui merit roducin snu �! 4\`\ i CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN Iltinggjoinsandclutly¢¢mbedded la�es. g q P P g g �• ,,0 AGO �yj 4. Unlass otherwise noted, compression lop chord to be continuously braced by the , TRUSS To sheathing. 4. D t� LOAM- (0..) sPACNc 2-0-0 5. a ermane t structural restraint shown.ig to revenl bucklin of individual truss ' '`� -g — rcLL 3a.o I Pial..ln...... 1.00 COMPANIES member on rJ is not intended of a bracing Ian for the roof structure or as a plan — LL! h � .� — TCDL 15.0 La b.r 1-1101e 1.33 for the attachment of the Too to the but] Ing. _ ! - S — BcLL 0.0 R.p Stress Inc, YES CAUTION: — BCOL 10.0 code FBC201o/TPI2007 2590 N. Kings Highway Trus es G e don erou and D copse dame e a j p rsopGl In f i I N Fort Pierce, Fl.34951 handed Ins�agled an�/or�roceu �racmg sh wngon {�1is dProwipp is �T? E fl y ^ (772)464-4160 Fex:(772)318-0015 BRACING. R fer to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING \ COMPONEN>g SAFETY INFORMATION. Guige to good practice for handlin instGllin 4 ` oqf meal?late connected w2od (Cusses .TPI �9 I9F4�ed q p18 North �ee gtreet S% •• �.'••v Juile 377, Alexandria VA �2314, Telephone: (703) b83-1b10 E-malt: mlo®Ipmst.org Read all manufactures WARNINGS enclosed with drowinq packaqe. ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) wind: ASCE 7-10; 17Dmph(3sec gu.l)Vasd-132mph; h-201t: TCDL-6.Opsf: BCDL-6.Upsf; Category R; Exp C; enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 3-0-0 0. pur6n.. and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for I ... lions specified. 1 - Ply bracing. 2 This truss has been designed fora 10.0 psI bottom chord live food nonconcumenl with any other five toads. REACTIONS (lb/size) 3-69/Meahonical. 2-341/0-8-0. 4-26/0-1-8 J Provide mechanical connection ((by others) of truss to bearing plate at joint(s) 4. Ma• Horz 2-173((LC 6) 4 Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 51 Ib uplift at joint 3 and Ma• UPlifl 3--51(LC 5). 2--200(LC 6) 200 lb uplift at Joint 2. Mo. Grov 3-69(LC 1). 2-341(LC 1). 4-52(LC 2) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/60. 2-3--92/26 SOT CHORD 2-4-0/0 -1-4-0 3-0-0 1-4-0 3-0-0 1 3-0-0 3-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R. C(NTRACTOR TYPE: J3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\t ! //// Ca DM(��) (io.) Vd.p L/d V.&I PLATES GRIP L. Connectorslates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -dipped alvanized steel. joint. ���\ T C- `� P R / OC 0.p9 we ap0 I.0 I:. )999 210 N,..(tL -0.00 a ./a �. / ASIOH 246/195 2. Connector pi galvanized are applied to both faces of truss at each Where flimens'lo s Drp not h wn, plates are symmetrically placed about joint or as • • • • \ v // \ / (uab;.) raaa(LLI Mail 2 •• 20 LOADING DATE: Feb 2012 Version: 10.2d indicate �b circles �o� 3' fling, Gn fabr' anon shall be acc m lished using equipment producing snug `' S;- ^,� �r •' W 4 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fi� m inls onIfl mbedded to esp top to be braced by the TRUSS�` 4. Unl@ss otherwise noter , compression chord continuously LOoi sheathing. _ �v rnJ �` W L� r LadNC (,.I) SPACING 2-0-0 SPACING COMPANIES 5, a perman@nt structural restraint shown iS to revenl buckling of individual truss = member Orld is not intended OS 0 brOcin plan for the roof structure or as a plan ((,f : :• ( - TCLL 30.0 1.00 TCDL 15.0 Lumber I-.... 1.33 for the attachment o the root t0 the b�laing. - AUTION: I C - r _- BCLL 0.0 R.p Sires. Inc. YES BCDL 10.0 code FBC2010/TP12007 2590N. Kings Highway Fort Pierce, Fl. 34951 Trus a pa a ban out and o e a d p rsopal In f imRr I - han l�esd installed an�l/orsbroce� �racmg sh onthis d�rowi)aq is If Ef(tl �I� Y V (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication SCSI 2008 BUILDING Up U \ COMPONENT SAFETY INFORMATION. Guile to good practice for handlin installing pet gf metal�plate connectedZ od t fises . TPI�T IyFq�ed t.1Z1g N wrath n 31Z. Alexandria VA 20314.'e 03 b8J �0 0. E ei ®t !�L ,• V ogt uite ephone: inst.or q Read oil manufacture s WARNINGS enclosed with drowincl packaCie. / \ / \ •y�!!lllillll\� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec 9u3t)Vo3d-I32mph; h.201ti TCOL-6.0pel: BCOL-6.Opsf; Category 11; Exp C: enclosed: MWFRS (low—rise) BC 2 X 4 SP No.2 1-0-0 oc pur6ns. and C—C interfar(1) zone; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C—C for members and lorces, and OTHERS 2 X 4 SP No.3 SOT CHORD Rigid cei6nq direcly applied or 10-0-0 oc for MWFRS for reactions specified. 1 — Ply bracing. 2 This truss has been designed for a 10.0 psf bottom chord live food nonconcumenl pith any other live loads. REACTIONS (Ib/size) 2:272/0-8-0. 4.9/Mechanical, 3�-54/Mechanical 3 Provide mechanical connection (by others) 01 truss to bearing plate capable of wilhalanding 233 lb uplift at joint 2 and Max Harz 2�106(LC 6) 541b uplift at joint 3. Maw Uplift 2--233(LC 6). 3--54(LC 1) Max Grov 2-272(LC 1). 4-16(LC 2). 3-80(LC 6) LOAD CASE(S) Standard FORCES (Ib) — Maximum Compression/Maximum Tension TOP CHORD 1-2.0/56. 2-3--77/69 BOT CHORD 2-4-0/0 -1-4-0 1-0-0 1-4-0 1-0-0 3 1-0-0 1-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO TYPE: A Si. EALINGOFON THESE DESIGN ASTM A653/65JM Grade ARor baler faDbncated frSIGN Bm 20 �/�CNTRACTOR ` /l /// CsI o:o' ) vxr{n. _Q�L in (loe)2 �)999 i:o PLATES GRIP asre gaugeASED hot -di petl alvonlzed ste el. p 2. Connector plgates ore applied to both faces of truss at each hintt. Where \\\IA:\\ \ l� T [ �j \ , ` P r [ ti v .... !� e�c we a.. (u,a;.> H. r n 0.00 a �e /, w eafLL� o.00 z iro Aszo 246/195 AS1BH 246/195 dimensions org not h wn, plates are symmetrically placed a�/out joint or as indicated b circles (Sa� be , •' r >~ �(� i �J LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. ��ytli9L)p nfobricfafiyn shall aDccvmofished using equipment producing snug 1 m In s and u I embedded Vales. Un top to be braced by the .' ({i`� �• C, TRUSS 4. ass otherwise noted, compres ion chord continuously �t fool sheathing. 5. the perman2nt structural restraint shgwn i to prevent buckling of individual truss = �h " Q. D i1� w : GD - LOADING (p.n PAC z-o-o TCLL 30.o plot.. In ...... 1.00 COMPANIES member ono is not intended o a bracingq )San for the roof structure or as a plan for the attachment of the rooiS to the bird&Ing. _ C : - } < - TcoL ls.o LumD.r Incr.oe. I.33 ecLL 0.0 Rep Stnu lncr YES I 2590 N. Kings Highway Fl. CAUTION: Trus es pa a don erou and o copse Boma a arld p rsoli tn' Yon I �r/.r �lrace� gracmg d�rawFg (�l' EHCC�I�W y — {G - BcoL 10.0 cad. FBC20t0/TP0007 Fort Pierce, 34951 (772)464-4160 Fax:(772)318-0015 handed ms�alled cl sh wngon tilts 1s BRACING. R far to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING COMPONEN SAFETY INFORMATION. Guile ogood practice for handling instollin ` Q( met I2pI to connected wood t[usses . 7tpl I abed t. p1g North 4e $treeg Suite 3�Z, Alexandria VA �2314. Telephone: (�50��683 S6 E-mad: mjo tIpinst.org .' i F. y 7 Read all manufacture s WARNINGS enclosed with drawingpackage. xxxxxxxxxxxxIll /,. /�1111111110" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) wind: ASCE 7-10; 170mph(33ee 9usl)V05d.132mph; h.20f1: TCDL•6.Opsf; BCDL.6.Opel; Category 11: Exp C; enclosed: MWFRS (low-rise): BC 2 If 4 SP No.2 6-0-0 oc purlins. Lumber DOL• 1.33 plot" grip DOL• 1.33. OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oa x This true" has been designed for a 10.0 per bottom chord live load nonconcurrenl with any other live loads. 1 - Ply bracing. 3 Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 148 ID uplift at joint 3 and REACTIONS (lb/size) 3.210/ Mechanical, 2-543/0-11-5. 4.65/Mechanical 293 1b uplift of joint 2. Moe Harz 2.228(LC 5) 4) Hangers) or other connection device(s) shall be provided sufficient to support concentrated lood(s) 25 Ib up at 4-4-0. Mae Uplill 3•2,O(LCC 5). 2.-293(LC 5) and 25 Ib uP of 4-4-0 on top chord. and 22 Ib up at 1-6-1. 22 It, up of 1-6-1. and 12 Ib down al 4-4-0. and 12 Ib down Mae Crav 3w2f0(LC 1). 2w543(LC 1). 4.129(LC 2) at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/62. 2-6--120/0. 3-6.-70/63 LOAD CASE(S) Standard GOT CHORD 2-7.0/0. 7-8.0/D, 4-8.0/0 1) Regular: Lumber Increasew1.33, Plate Incraose.1.00 Uniform Loads (pit) Vert: 1-3•-90, 2-4.-20 Concentrated Loads (Ib) Vert: 6.42(F.21, 9-21) 7.22(Fw11, 8.11) 8.-12(F.-6, B•-6) -1-10-10 _ 3-4-11 6-5-11 1-10-10 3-4-11 3-1-0 3-4-11 3-4-11 6-5-11 3-1-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOE "CONTRACTOR TYPE: CJ4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ����t // a 0.71 VnL(Lt)-a.OB(12=4'/>9a6 J80 PLATES GRIP I. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better �� ''t' ,p // 6c N., vw,(R) -0.20 2-. >362 240 AS20 246/193 hot-dippetl otvani2ed slgel. P • • . • r C / w9 0.0o rw.L(n; -a.ao 3 . ••/. A516H 246/195 Z. Connector pl�tes are applied to both faces of truss at each faint. Where 1 • . /� (M.W.) we4 LL 0.00 2 •• 240 dimensions ar not h wn, laces are symmetrically laced about joint Or as J indicated b cprcleso� P Y P ) �a t= LOADING DATE: Feb 2012 3. �y (ling, qn lobri ation shall bbe accVmplished using equipment producing snug G� CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN (!icing joins andIfly mbeddad late5. 01 G3 y� 4. Unless otherwise note , compression top chord to be continuously braced by the r0J TRUSS ool sheathin . Q- ; w O LaaNc (P.f) SPACING 2-0-0 5. Wit permaner�I structural restraint shown i to revent buckling of individual truss LLI TCLL 3a.o . I Plat..l.ar.... ,.0a COMPANIES member and is not intended als o bracing p)son for the roof structure or as a plan ( TCOL 15.0 Lumen Incr.aee 1.33 far the attachment of the roo to the bull(il�ng - h' < ecLL 0.0 asp Stress Nor NO 2590N.Kin Kings Highway CAUTION: - (q /. BCDL 10.0 code FBC2010/TP12DO7 B t Y Trus a as lie den rou and o coVse dome a orld p rsopa1 to f ' I V Fort Pierce, I7. 34951 hand�esd in golfed an /or �brace� gracmg sh wngon this d�raw,)�g Is (�1' � �!3 y (772)464 4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication SCSI 2008 BUILDING ; V COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing �L ,• 4f met I Dlate connected mad (Cusses .TPI I9 4�ed t. Z1g North lee Street F� y Suite,, , Alexandria VA ?2J14. telephone: (Osf b83 �010 E-mml: mlo®tpinst.org Read all manufacture s WARNINGS enclosed with drowinct Package. //, E 77 7 'Q/IIIII1 1, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.2 *Except- T4 2 x 4 SP SS TOP CHORD Structural wood sheathing directly applied. 1 Unbalanced roof live loads have been considered for this design. BC 2 x 6 SP SS •Except• 82 2 x 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-9 oc 2 Wind: ASCE 7-10; 17Dmph(3sec gust)Vasdw132mph; h-20f1; TCOLw6.Op5f; BCDLw6.Opsf; Category 11; Exp C; enclosed; MWFRS (low-rise); WB 2 x 4 SP No.J 'Except- W3 2 x 6 SP No.2 br.dng. Lumber DOL-1.33 plate grip DOL-1.33. OTHERS 2 x 6 SP No.2 -Except* LPl 2 x 4 SP No.3, RPI 2 x 4 SP No.3 WEBS 1 Row at midppt 8-12 3) Tmas designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see - 1 - Ply JOINTS 1 Brace at JI(s): 14. 15 -Standard Gable End Detail REACTIONS (lb/size) 2-2610/0-8-0, 9.2171/0-8-0 4 This lrwa has Deen designed fora 10.0 psf bottom chord live 1.00 n.ncancurcent with any other frve foods. Max Harz 2w-471(LC 3 9 Gable studs spacetl of 1-7-3 oc. Mo. Uplift 2w-661(LC 5 , 9w-700(LC 6) 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 864 It, uplift at joint 2 and FORCES (lb) - Maxanum Compression/Maximum Tension 700 ID uprT ofjoint 9. 7) Honger(s) or other connection davice(s) shall be provided sufficient to support concentrated lood(s) 180 ID down and 162 TOP CHORD 1-2-0/66. 2-3�-4279/1263, 3-4.-3909/1143, 4-5.-2511/783. 5-35.-2489/796, 6-35.-2359/Bf 6, 6-7�-2506/804, It, up at 4-8-0, and 4516 down and 621b up al 10-7-4 on lop chord, and 89 lb down at 4-8-0. 45 lb down at 5-1-13, 45 7-8w-2528/760, B-9w-3328/873. 9-10-0/66 Its down at 7-1-13, and 45 lb down at 9-1-13. and 854 to down and 302 lb up at 10-7-4 on bottom chord. The DOT CHORD 2-36"-1146/3535, 36-37.-1146 3535. 37-JBw-1146/3535. 13-38w-1146/3535, 13-39w-948/3316, 39-40--948/3316, design/selection of such connection davice(s) is the responsibility of others. 12-40w-94B/3J16, 11-1Iw-SJ72691. 9-11 w-534/2691 8) In the LOAD CASE(5) section• loads applied to the face of the truss are noted as front (F) or back (B). WEBS 13-14--271 1090, 4-14.-271 1090.4-15w-1610/683.12-15w-1581/670.6-12w-511/1711. 8-12w-823/424, 8-11-0/326. J-13�-248�J7, 3-14w-8/5. 14-15w-16/35 LOAD CASE(S) Standard 1) Regular: Lumber Increo-1.33, Plate Increoeew1.00 Uniform Loads (pit) Vert: 1-6--90, 5-10w-90. 2-9w-20 Concentrated Loads (Ib Vert: 3w-120 B) 35w15(8) 36w-45(0) 37--23(B) 38w-23(B) 39w-23(8) 40w-854(8) -,1-4-0 4-8-15 , 8-6-3 1 15-10-0 23-1-13 1 31-8-0 3j-OTO 1-4-0 4-8-15 3-9-3 7-3-13 7-3-13 8-6-3 1-4-0 5x4 II 1.5x4 II 7.00•TW II 6 1.5x4 if 1 4..A 11 II N 0 Ta 0 .)b )1.)CI 1J JJ 4U I 5x4 = 2x4 II 7x10 = 8-6-3 15-10-0 23-1-13 31-8-0 8-6-3 7-3-13 7-3-13 8-6-3 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ESE i.d `C(I}NTRACTOR TYPE: B5 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: fabricated from ASTM A653 653M Grade A better \� 1 /�/ // \\ cst rc o.9e oLrL SI«) I/4.n L/e vwl(LL) o.49 :-13 >999 PLATES GRIP 1. Connector lutes are 20 gouge or p g g hot-d pped Volvonized steel. 'oin`. r \\ T C !! a t P eC OA1 we o.71 240 Y 0.11 19 T /, Na H, rlrl� 0.11 9 �a /a 140 AszO 2+6/195 A518H 245/195 2. Connector plates are applied to both faces of truss at each Where dimensions erg not h wn, plates ore symmetrically placed a�1Dut joint or as indicated b circles �o� �\ V e !� , •' C,l: Jj< i (Mwi.) area a o.21 n- 3 >999 LOADING DATE: Feb 2012 SOUTHERN 3. CC tlin qn� fabri a ton shall bbe occ mplished using equipment producing snug it Jh%jjoin s and Cfuf�ytymbeddad gla a g p g g top to be braced by the ! t^\ Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Lin s otherwise no e , compression chord continuously Loo�l sheathing. s. the permon Grit structural restraint shown i6 to revenl buckling of individual truss _ Q 0 1J JiJ : 4j - LOADING (P.l) SPACING z-o-0 TCLL 30.o Pl.l.. mar.... 1.00 COMPANIES merfiber antl is not intended aS a bracing plan for the roof structure or as a plan for the attachment of the root to the bullaing. _ { )-^ : C TCDL I5:0 L.mb.r lner.a.. 1.33 BCLL 0.o Rep Slnss mcr NO I 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es o lie don erou and CAUTION: od into e ti d p rsopol (n' t i I _ hond�ed ms�Nled 4broce� groang wn on derawnl9 EFT y N BCDL 10.0 Code FBC2010/TP12D07 Fax:(772)318-0015 anV/or sh Is isl�l' BRACING. Refer to the Truss Plate Institute � % publication SCSI 2008 BUILDING U \ (772)464-4160 COMPONENT SAFETY INFORMATION. Guile o good practice for handlin installing Qf meMplate connected wood t sses . 1PI gted c�tb 218 No, ltreet Q` ••' l`/ �Spp p Suite 31'[• Alexandria VA ?2314. Telephone: ( J�b83 tU E-mail: in ot�tpinst.org Read all manufactures WARNINGS enclosed with drawing acko e. 7 7777 U \\ r///111111111�� ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 4 LUMBER BRACING. NOTES TC 2 X 4 SP No.2 -Except- T3 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced .of live loads have been considered for this design. BC 2 X 4 SP No.2 2-2-0 oc purlins, except end verticals. 2 Wind: ASCE 7-10; 170mph(3sae gust)Vasd-132mph; h-2011; TCDL�6.Opal; BCDL.6.Ope1; Category 11; ExP C: enclosed; IAWFRS (low-rise) we 2 X 4 SP No.3 -Except- EV2 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly oppl;.d or 6-4-0 oc and C-C Interior(I) zone; Lumber VOL-1.33 plate grip GOL-1.33. This truss is designed for C-C for members and forces. and OTHERS 2 X 4 SP No.3 bracing. for MWFRS for reoctions spetilied. I. - Ply WEBS 1 Row al midpl 3-12. 7-12 J This truss has been designed for o 10.0 psi bottom chord live load nonconcument with any other rive foods. REACTIONS (lb/size) 2�1819/0-B-0, 1ow1661/Mechanical 4 Provide mechanical connection (by others) e1 truss to Dearing plate capable of withstanding 568 lb uplift at joint 2 and Max Harz 2:502(LC 5) 419 lb uplift at joint 10. Mow Uplift 2�-560(LC 6), 10.-419(LC 7) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/60.2-3--2633/988,3-4.-1796/814,4-5--1775/858.5-6--1759/852.6-7--1781/808, 7-8--2303/960, 8-9--597/194, 9-10w-413/237 BOT CHORD 2-13w-7DD/2094,12-13.-700/2094,11-12w-652/I923, 10-I1.-652/1923 WEBS 3-1Jw0/341,J-12--876/506,5-12w-445/96B.7-12--696/447. 7-11w0/2eo. B-10w-1B73/746 -1-4-0 8-6-3 15-10-0 23-1-13 1 27-2-15 30-9-0 1-4-0 8-6-3 7-3-13 7-3-13 4-1-1 3-6-1 5x5 = 7.00 PY 5 N 0 1x4 II 5x8 0 1x4 II 8x8 = 8-6-3 15-10-0 23-1-13 30-9-0 8-6-3 7-3-13 7-3-13 7-7-3 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ku+-d[C NTRACTOR TYPE: B4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��\L /`!// roc 0.D5 Darttt-_o.;n('ir_-)ul/>sDD Ieo PLATES GRIP I. Connector lutes are fabricated from 20 gauge ASTM A653/653M Grade A or better ��� 'f C // , B 0.11 Z1(n; oil = ;o >°,/2e° 2j Aszo 2451195 hot-dippec alvanized steel. P �' /f (uxlr.) wwm(Ltl o.1e 2-13 >DDD 7.g As10H 246/195 2. Connector plgtea are applied to both faces of truss at each bin((. Where �\ • . . dlmenslons arg not It wn, plates are symmetrically placed a�Out joint or as , •' C,L^ �� i LOADING DATE: Feb 2012 indicated by c rcles (of 3. CCl1 fling, gnd fabri a ion shall bbe accVmplished using equipment producing snug •• G� i CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN fit`lnq jointsandclItly mbeddad latex. �1' G3 y1 4. Unl es otherwise note compression lop chord to be continuously braced by the ` r nj �t TRUSS oo� sheathing. Q 0 W Laaec (P.0 SPACING 5. a ermanCnI structural restraint sh wn i toprelenI bucklin of individual truss _ LU `'a - TCLL 30.o I vial.. incr.... 1.00 COMPANIES member and is no( intended alp o brocing p(7lson tar the roof structure or as o plan h { TCDL 15.0 LumD.r Increase 1.33 for the attachment of the roo to the builDIn _ 1-- C BCLL 0.0 Rep Sties "" YES CAUTIONS - U7 / BCDL 10:0 Code FBC2010/TP12007 2590 N. Kings Highway Trus a ca be dan erou and Co copse damo e a d p rsopol to f i 4 I 'V Fort Pierce, FI. 34951 hand�ea in of li ed an�l/or �brocetl. �racmg sh wn on �h1s .raw pgg is (�1' (772)464-4160 Fax:(772)3I3-0015 BRACING. R fer to the Truss Plate Institute ?TPI) publication 8CS1 200E BUILDING \ COMPO``aN�EpN1gSAFETY INFORMATIOrNu. Gui((e to good practice fporghondlina installing{LL ,• � gultee3�12. AlexandriaCVA?2gS14' d.SphonT(703�683-a1�101 ENmuil: in Attpinst.org � � F L 10 Read all manufactures WARNINGS enclosed with drawing Package. �/�/lllllll�t��• ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER BRACING NOTES TC 2 X 4 SP No.2 -Except' T3 2 X 4 SP SS, T4 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or Be 2 X 4 SP Na.2 3-1-4 oc purlins. 1 Unbalanced roof two loads have been considered for this design. 2 Wind; ASCE 7-10; 170mph(3sec gusl)Vosd• 132mph; hrt20ft; TCDL.6.0ps1; SCOL•5.0psf; Category 0; E.p C; enclosed; MWFRS (low-rise) WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-11 oc and C-C Interior(1) zone; Lumber DOL•1.33 plate grip DOL•1.33. This truss is designed for C-C far members and forces. and OTHERS 2 X 4 SP No.3 bracing. SLIDER Right 2 X 4 SP No.3 4-6-3 WEBS 1 Row at midpt 3-11, 7-11 for MWFRS for reactions specified. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I - IZ 4) Provide mechanical connection (by others) of truss to beoring plat. capable of withstanding 572 to uplift at joint 2 and REACTIONS (lb/size) 2:1841/0-8-0. 9.1683/Mechanical 427 Ib uplift at joint 9. Mo. Harz 2503(LC 5) Mo. Uplift 2•-572(LC 6). 9•-427(LC 7) LOAD CASE(S) Standord FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/60, 2-3.-2676/1005, 3-4.-1836/831, 4-5.-1814/875. 5-6.-1804/871, 6-7.-1826/827, 7-8w-2255/1000, B-9.-2566/968 ' BUT CHORD 2-12•-671/213I. 11-12•-671/2131, ID-11.-657/2052, 9-10.-657/2052 WEBS 3-12.0/343,3-11.-BBO/507,5-11.-469/1028. 7-11.-797/490, 7-10.0/310 PLATE: SIMPSON STRONG TI ..A� SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 1. 2. -1-4-0 8-6-3 15-10-0 23-1-14 31-0-0 1-4-0 8-6-3 7-3-13 7-3-13 7-10-2 4x6 = 7.00 rTT 5 1x4 II 5x8 0 1x4 II 3x4 8-6-3 15-10-0 23-1-14 31-0-0 8-6-3 7-3-13 7-3-13 7-10-2 FURNISH A COPY OF THIS TRUSS I --SIGN BASED UPON THESE DESIGN CRITERIA: icated from 20 gauge ASTM A653/653M Grade A or better eel. lied to both faces of ru s at each p. int. ere 1, plates are symmetricallyplacedabout joint or as 1011 pe acc m lished using equipment producing snug bedded Gla�esp ompression top chord to be continuously braced by the restraint shown i to prevent buckling of individual truss Jed o a bracing Dpan for the roof structure or as a plan If Too to the building. CAUTION[- s and can cause domooe and Persona( In ►uryif_irwDRerlV IGN TO 11T;�ICQNTRACTOR tc \\� / rC 0.71 ,ray ec oj? � . Ylrl.; 77 LOADING CRITERIA: AN Q ( r' W LOADING (p.l) W •J TCDL 13.0 C ;• C B DL 10.0 F 0 0 TYPE: B3 am Dx) I/d.a L/d PLATES GRIP Vrtl(LLi V.I n Fbz(It -0.is 2-f2 >999 >e.e 0.1J 9 /a J60 2.0 /e A520 246/195 A516H 246/195 Irnd Ll a.17 z-Iz >999 7.0 DATE: Feb 2012 V. ,_ann•z I,Arow Version: 10.2d SPACING 0-0 Plate2- r Increase 1.00 Lurrb., 1-0011. 1.33 Rep 51,... ncr YES Cod. FBC20I0/TP12D07 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10: 170mph(35eC gusl)Vasd-132mph; h.201t; TCDL-6.0psf; BCOLw6.Opsf; Category II; Exp C; enclosed; MWFRS (low-rise) BC 2 x 4 SP No.3 6-0-0 cc P"ims, except end verticals. and C-C Inlerior(1) zone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed Ior C-C tar members and forces, and WB 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly opp64d or 10-0-0 ac for MWFRS for reactions specified. OTHERS 2 x 4 SP Na.3 brbcing. 2 This truss has been designed for o 10.0 psi boltom chord live toad ncnconcurrenl with any other live loads. 1 _ply 3 Gable re=.. continuous boltom chord bearing. REACTIONS (lb/sirs) 1.155//6-0-0. 4-36/6-0-0. 5-393/5-0-0 4 Provide mechanieoi connection (Dy others) of truss to bearing plate capable or withstanding 19 Ib uplift at joint 4 and Max Harz 1.184(LC 5) 199 lb uplift at joint 5. Max Uplift 4.-19(LC 6). 5--199(LC 6) LOAD CASE(5) Standard FORCES (Ib) - Maxi- Compression/Maximum Tension TOP CHORD 1-2�-216/93. 2-3�-69/7.3-4.-30/32 WEBS .ORB 2 5-322/330 0/0 6-0-0 6-0-0 1.5x4 II 3 6-0-0 6-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO rR t`CbNTRACTOR TYPE: MV6 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: A �� 1 �� // 'I' // cs TC 0.42 oErL (a.) v4e11 L/d : PLATES GRIP 1. ConnecL�toIf I.s are fabricated from 20 gauge ASTM A653/653M Grade or better hot -di pe olvwlzed steel. \�� P C /� eC 9.2o .8 0.12 vwllnl a% r�. 999 i*w4h.) 0.90 ay. a/. AS20 245/193 AS18H 24e/195 2. Conne for plgates are applied to both faces of truss at each 1'oin`. Where d'Imenslons arp not h wn, plates are symmetrically placed about joint or as indicated b circles (sa . ti • • • • • . J - \ i ` mar . i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3 ��ltl,ng•gn�fabrdclafton sholf �e acmin lished using equipment producing snug 1 `mg join s an u ly embed ed uto e . '��. , t �• ,; C1• (� Version: 10.2d TRUSS 4. Unl?ss otherwise noted, compression top chord to be continuously braced by the To sheathing. 5. 4ne erman nt struptural restraint shgwn i to prevent buckling of indiv dual truss = Q ` r0� .. 1 ( (U : / LOADING (psi) SPACING 2-0-0 TCLL 30.D Piai.. Iner.a.. ,.DD COMPANIES merlQber Dorf is not mended of o bracinUU lean for the root structure or as a plan for the the to the bVlBeing. _ { - �^ C - rcDL 15.0 Lamb.r,ncr.az. 1.33 BCLL 0.0 Rep Sir... Iacr YES atlachmen o roo a AUTION: - (n BCDL 10.0 Code FBC2010/1712007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es fort be don rou Dnd e D d p rsopal 'n f i I handed installed an/or lirace� �raang sh wngon {ih,s d�row llg is(l' Eft�ll� y Refer to the Truss Plate Institute �91) OCSI 2008 BUILDING C� (772)464-4160 Fax:(772)318-0015 BRACING. publicotion COMPONENT SAFETY INFORMATION. Guide o good practice for handling installin met I p1 to connected w4 d t sses T}PI I abed 1. z1g Narth I e Streeg !�L ,• \ Z of . Suite 3�'L, Alexandno VA �23014. elephone: (0��683 �O1UPMO.1I mio®lpinst.org v FL \ Read all manufacture s WARNINGS enclosed with drowinct Packcicie. E s S '0jlllllit1" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES Tc 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(33ec gu3t)Vaed-132mph; hw2011: TCDLw6.0ps4 BCDL-6.Opsf: Category II; Exp C; enclosed; MWFRS (low—rise) BC 2 x 4 SP No.3 6-0-0 oa purrms, except end verticols. and C—C Interior(1) ran.; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C—C for members and forces, and we 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly oppred or 10—D—O oe for M1.FRS for reactions specified. OTHERS 2 x 4 SP No.3 bra, 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl with any other live loads. 1 _ply 3 Gable requires continuous bottom chord bearing. REACTIONS (lb/sire) 1w137/8-0-0. 4.164/8-0-0, 5-504/8-0-0 4 Provide meehonicol connection (by other) of truss to bearing plots capable of withstanding BJ 10 uplift of joint 4 and Mo. Harr 1.254(LC 6)) 255 0 uplift at joint 5. Mos Uplift 4.-83(LC 6). 5w-255(LC 6) LOAD CASE(5) Standard FORCES (Ib) — Maximum Comprasston/Maximum Tension TOP CHORD 1-2Z-3184/ 0O.2-3w-107/50. 3-4.-134/135 BOT CHORD 1-5�0/0. 4-5w0/0 WEBS 2-5--412/412 CXY B-0-0 B-0-0 8-0-0 8-0-0 1.5x4 II 3 1.5x4 11 PLATE: SIMP80N STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO C UN TRACTOR TYPE: MV8 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: led from 20 ASTM A653/653M Grade A or better \\t ! �// est o:io xrL N(I-) v4.n L/4 �Kiliilo 990 PLATES GRIP gouge 1 CO, ndi tpeli'loolVoniZed steel ' int. Where \\\\\ P T — / •� /, Be B O.ts ("°I^•I - ��0 Ho r(n) a. a As2a 246/193 AsteH 246/193 C, Iates area lied to both laces of rues at each 2. CO,ne ttoe, PU pP ( dimensions arg not h wn, plates are symmetrically placed o�out joint or as ndicated by circles (�of • ... - \ t^ * i ` 5 i< i �/ LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. C tting• On d fabr ca ion shall pe acc m fished using equipment producing snug f�ttmg )Dints and fuFly mbedded plates. .'G� \o' i �• - `j � Version: 10.2d TRUSS 4. Unl ss otherwise note .compression top chord to be continuously braced by the ath %a00� SheOthin . : ; � �(7 /� �. ��t `+. �' 7 l3-' N G3 LOADING (Pst) SPACING 2-0-0 COMPANIES 5. per rhgt structural restraint shgwn i to revenl buckling of individual truss _ member anJ is not intended of o brocm p)gon for the roof structure or as a plan Tor w : � ; � - TCLL 30.0 I Plot..I....... 1.00 TOOL 15.0 Lumber Increase 1.33 BaL o.o Rep filraae Mer res the attachment of the roo to the b tiding. _ CAUTION: ►-- S - BCDL tO.0 Code FBC2010/TPI20G7 2590 N. Kings Highway Trus es co a don erou and o copse domo e a d p rso0al 'n' f i I lirace� �raang ills dPrawlpqq is.�l' E�I� y - Fort Pierce, FI.34951 (772)464 4160 Fax:(772)318-0015 handed insgalled an�f/or sh ow BRACING. Refer to the Truss Plate Institute �7PI) publication 6C51 2008 BUILDING COMPONENT SAFETY INFORMATION. Gui4e to good practice for handlmy installing 41 Qf lne(al late connected od t �ses .TPI IDFated- 218 Nortjl heel �t Pet g ulte 12P Alexandria VA �Lg314. �e ephane: (j01g 6 % -mall: 'pal l inst.or i L F 3 Read all manufacture s WARNINGS enclosed with drawin ocka e. ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP N0.3 TOP CHORD Structural wood sheolNng direely applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)gosd-132mph; hw201t: TCDLw6.0psh BCDL-6.0ps1; Category 0: Exp C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.3 2-2-0 oa purl:... except end verticals, and C-C Interior(1) zone; Lumber DOL-1.33 plot. grip DOL-1.33. This truss is designed for C-C for members and forces, and WB 2 % 4 SP No.J BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 % 4 SP No.3 bracing. 2) This truss has been designed for a 10.0 pit bottom chord live load nonconcurrent with any other live loads. 1 - pi 3 Goble requires continuous bottom chord bearing. REACTIONS (lb/size) 1-245/10-0-0, 4-134/10-0-0. 5-645/10-0-0 4 Provide mecaon;cal connection (by others) of truss to bearing plate capable of withstanding 69 to uplift at joint 4 and Max Harz 1-323(LC 6) 3251b uplift of joint 5. Max Upfill 4--69(LC 6). 5--325(LC 6) LOAD CASE(S) Slontlortl FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--344/129, 2-3w-120/54, 3-4w-118/117 BOTCHORD 1-S.-5/6, 4-5--5/6 WEBS 2-5w-494/462 10-0-0 10-0-0 1.5x4 II 3 1x4 II 1.5x4 II 10-0-0 10-0-0 ER179 L �C©NTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF. THIS TRUSS DESIGN TO TYPE: MV10 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ / / Cs tc 0.90 DFFL • (e.) Vd.n L/d vwI LL i a/. 299 a% PLATES GRIP I. Connector laces ore fabricated from 20 gouge ASTM A653 653M Grade A or better p 9 9 / hot —di ea olvanlzedsteel. \�\ \ T [ C // \ P r[ ee 0.50 .e D. vw1(n� - ./° 99B Iw:(n) a.. . /. a/° AS20 246/195 AS16H 246/195 - 2. Conne or pl les are applied to both faces of truss at each 'oin(. Wrlere dimensions orp not h wn, plates are symmetrically placed a�loul jolnl or as indicated It circles �a �� " " • /, �\ �(_ _+ (u.1^•) LOADING DATE: Feb 2012 SOUTHERN 3• CC ttinq gnayfabr ca Ion sholl be accVmDfished using equipment producing snug f�'tmg )oils qn lIf ly embedded Dlates. G� w �' ,• (,' >� CRITERIA: ANSI TPI 1-2D07 MATRIX Version: 10.2d TRUSS 4. Unll ss otherwise notes, compression top chord to be continuously braced by the Loop( sheathingq. 5. the perman dl structural restraint shgwn i to revent buckling of individual truss - p, •. �r�GJ ./ (7 LLI ;G LOADING (90) 6PACING 2-0-0 TCLL 30.o pial..le9r.a.. oD COMPANIES member on is not .tended of a bractn pan for the roof structure or as a plan _ I !� — TCDL 15.0 Lumb4r Incr4aea 1.3] YES for the attachment of the roo to the b�ldln . _ Ng, cause0dumo N aCLL 0.0 Rep Sir... 1-1 BCDL '0.0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es (a a danUerou and Ca e o d pCrsopol In f iir]pf 4 I honed in of l ed an11/or �lracetl. �rocmg sh wn an oparowlpQg 1s t�i EHtt �IV y Refer to the Truss Plate Institute TPI) 2008 BUILDING \ ` (772)464-4160 Fax:(772)318-0015 BRACING. publication jCSI COMPONENT SAFETY INFORMATION. Guide (o good practice for handlin installing Qf et 12plate connected d trusses .TPI I 1g Nartjl �e 5treeg %83 l010 (J �i, F�' I Lf ' z,ulte 3�z, Alexandria VA �?Ml4, telephone: (�Olgf E—ma1l: m�o®tpin t.org tti?v\� Read all manufacture s WARNINGS enclosed with dravvii package. \ ., .E S 7 'Q/IIIIIW,, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER TC 2 x 4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(330C gu3t)Va3d-132mph; hw2016 TCDL-6.0psf; BCDLw6.0psf; Category 11; E.p C; enclosed; MWFRS (low-rise) SC 2 x 4 SP No.3 6-0-0 oc purlins, except end verticals. and C-C Inlertor(1) atone; Lumber DOL-1.33 plate grip OOL-1.33. This truss is designed for C-C for members and forces. and WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for'reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 1 -Ply WEBS 1 Raw at midpt 4-5 3 Gable requires continuous bottom chord bearing. REACTIONS (lb/size) 1-153/12-0-0. 5-185/12-0-0. 6-453/12-0-0. 7w454/12-0-0 4 provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 5, 227 Mo. Harz 1w393(LC 6) Ib uplift al joint 6 and 231 lb uplift at joint 7. Max Uplift 5--95(LC 6), 6--227(LC 6). 7w-231(LC 6) LOAD CASE(S) Standard FORCES (lb) - Mosimum Compression/Maximum Tension TOP CHORD 1-2w-471/77,2-3--287/80, 3-4.-111/64. 4-5w-145/135 BOT CHORD 1-7w-8/11, 6-7--8/11. 5-6w-8/11 WEBS 3-6w-379/355. 2-7w-354/323 TRONG TI 1 2 SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015. 12-0-0 12-0-0 1.5x4 II 4 3x4 7 6 5 tx4 II 1x4 II 1.5x4 II 12-0-0 12-0-0 FURNISH A COPY OF THIS TRUSS f :SIGN BASED UPON THESE DESIGN CRITERIA: iI. led from 20 gauge ASTM A653/653M Grade A or better led to both faces of truss at each ' intt. ere , plates are symmetrically placed a�out Wh joint or as loll be accvmplished using equipment producing snug bedded tat% ompres�ion top chord to be continuously braced by the restraint shgwn i toprevent buckling of individual truss led o9 a bractn� )son for the roof structure or as a pion roar to the b ipp t In . CAUT109: s and can cause domooe and oersonal iniurvf_imamaerly IGN TO EROC-R-ONiC(&NTRACTOR ie D.37 H wB 0.14 LOADING p l� � CRITERIA: Al n5 , 4 LL% LOADING (P40 • T OL 15.0 BOLL 0.0 BCDL 10.0 Kr •• � F P �� TYPE: MV12 DUL (I«) "'.a L/d PLATES GRIP Vnl(LL) l)99999 AS20 246/195 VMIL/e - /a 9 Hoot L) 0.DO s We n/x AS18H 246/193 DATE: Feb 2012 75I1-5nn7 LAATPIV Version: 10.2d SPACING 2-0-D Plaits Increase 1.00 Lumber Increase 1.33 Rep Slros Inc, YES Code FSC2010/1712007 f7 y///11 11111 \\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER TC 2 X 4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(33ec gust)Vasdw132mph; h-2011: TCOLw6.Opsh BCDL-6.Op5f: Category a; E.p C: enclosed: MWFRS (low-rise) BC 2 X 4 SP Na.3 6-0-0 oa purrm e... pl end varlitals. and C-C Interior(1) zone: Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and WB 2 X 4 SP No.3 DOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 This truss has been designed for a 10.0 per bottom chord live load nonconcumenl with any other live foods. 1 WEBS 1 Raw at midpt 4-5 3 Cable requires continuous bottom chord bearing. REACTIONS (Ib/size) 1-250/14-0-0. 5-197/14-0-0. 6-394/14-0-0. 7-624/14-0-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 It, uplift at joint 5. 197 Mae Harz 1-462(LC 6) It, uplift at joint 6 and 317 Ib uplift atjoint 7. Moe Uplift 5w-101(LC 6). 6w-197(LC 6). 7w-317(LC 6) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--509/122.2-3w-258/65. 3-4--106/88, 4-5w-153/138 BOT CHORD 1-7--7/10. 6-7--7/10. 5-6w-7/10 WEBS 3-6--340/313, 2-7w-473/413 3x4 = 14-0-0 14-0-0 1.5x4 II 4 7 6 5 1 x4 II 1 x4 II 1.5x4 II 14-0-0 14-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E'1Z "CbNTRACTOR TYPE: MV14 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: A653/653M Grade A better \\1 / \ / / ''f' // csr rc D. oEfL (le) Vd.n L/d % PLATES GRIP 1. Connector plates are fabricated from 20 gauge ASTM or hot -dipped 00olvan+zed steel. \\\ C 1 ` P ac o..9 .9ui;.2a v«i(il) e/. 999 N .ITu 0.00 5 e/a Na AS20 245/195 As1eH 246/195 2. Connector pibtes are applied to both faces of truss at each ll'ooinll. Where dimensions Org not h wn, plates are symmetrically placed about joint or as indicated by circles �So� \ v , . • • • • • . i •' ��+t% + �/ LOADING DATE: Feb 2012 Version: CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. F�Itting, qn tabrl al+on shall be acc�msplished using equipment producing snug I mg joints andcfu ly embedded la e 4. Unleyss otherwise noted, compression top chord to be continuously braced by the •' (!� V' �- ,; C •, (0 •� 0 `, 10.2d TRUSS COMPANIES L001 sheathing. s. the perman rSI structural restraint shgwn'i to revenl buckling of individual truss = men5ber an not mended of a bracing )Son for the roof structure or as a plan s - �Ll ( LOADING (p.l) SPACING 2-0-0 TcLL ao.a Plat.. ieer.a.. 1.00 TCDL 1s.o Lumber Incr.oae 1.3] for the attachment of the roo to the bull _ CAUTIONS, 'mtU )- C ettL o.o R.p sire. mer vEs BCDI +0.0 Code FBC201 D/TP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es ca be don erou and Co copse dome a of+d p rso0al In. 1 I handed ms�alled an�l/or Sbracea. racing shywngort this dPrawtpy +s-ff6f E! ftl f1 y BRACING. Refer to the Truss Plate Institute SCSI 2008 BUILDING V (772)464-4160 Fax:(772)318-0015 `TPI) publication COMPONENT SAFETY INFORMATION. Guide (o good practice for handling instolling 4f me%tplote connected wood t(usses . TPI is ID %WJ qt' 21g North 4ee Street 31L, Alexandria VA telephone: (703�bB3-1010 E-mod: f(L •• � j F� � I Suite ?2314, into®tpinst.org Read all manufactures WARNINGS enclosed with drowing package. IJ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER TC 2 X 4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, NOTES 1) Wind: ASCE 7-10; 170mph(3sec 9ust)Vosd-132mph; hw201t; TCDL-6.Opst: BCDL-6.Ops1; Category II; Eep C; enclosed; MWFRS (low-rise) SC 2 X 4 SP No.2 a>cepl end verticals. and C-C Int.rfor(1) zone: Lumber DOL-1.33 pfole grip DOL-1.33. This truss is designed far C-C for members and forces, and WB 2 X 4'SP No.3 >E.cepl• EV2 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-12 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP Nc.3 I - Ply WEBS bracing. 1 Row at midpt 4-11, 5-9. 6-9. 7-9 2) Provide adequate drainage to prevent water pending. 3 This Truss has been designed fora 10.0 psi bottom chord live load -concurrent with any other live foods. 2 Rows at 1/3 ple 7-8 4 An plates are AS20 pfol.s unless otherwise indicated. REACTIONS (lb/size) 8w1675/Mechanical. 2-1833/0-8-0 5 Provide mechanical connection (by others) 01 truss to bearing plate capable of withstanding 531 lb uplift at joint 8 and Moe Horr 2w599(LC 6) 517 lb uplift at joint 2. Mes Up61t 8--531(LC 5). 2w-517(LC 6) LOAD CASE(5) Standard FORCES (Ib) - Moirtnum Comprcasion/Masimum Tension TOP CHORD 1-20.2-Jw-2693/872.3-4--2380/902.4-5--1879/758.5-6--1156/573. 6-7w-1155/573. 7-8--1594/851 BOBSCHORD 2_j2w0/326/4-13. 1790 48J'S91I.53164 564,579-/1489, 9-tOw-7B1/14B9, B-9w-18/39 / / 502/312. 6-9w-753/524. 7-9w-845/1699 -1-4-0 7-9-13 1 15-2-1 1 23-1-0 31-0-0 1-4-0 7-9-13 7-4-4 7-11-0 7-11-0 5x8 AS18H 4x5 = ` 1x4II 3x4 = 4x8 = 2x5 11 3x4 = 7-9-13 15-2-1 23-1-0 31-0-0 7-9-13 7-4-4 7-11-0 7-11-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO �C:�), CONTRACTOR TYPE: B2 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ 1 /�/ ° (I2t) Vd"" L/4 PLATES GRIP 360 I. Connector plates ore fabricated ham 20 gauge ASTM A653/653M Grade A or better \\ -�' /// ,a o.Ts' I�n1 o:m' 2 'e >9j; zj AS2O 246/195 hot -dipped alvonized steel. �\ P tQ / I I A91aH 216/195 2. Connector piny are applied to both faces of Truss al each 'omtt. Where ti \}� , , ... /, (a.I^•> H- LL 00.. 2-1x >DDD i.o dimensions orp not ,shgwn, plates ore symmetrically placed allout joint or as ' \ i DATE: Feb 2012 indicated by circles loll.i< i LOADING SOUTHERN 3. �Vlililng, qnd fabri alion shall �e occumVished using equipment producing snug 4!'•' {r \v CRITERIA: ANSI TPI 1-2007 (MATRIX) Version: 10.2d i m joints gndctu ly mbed ed la a -Z- TRUSS 4. Ung otherwise note , compres ion lop chord to be continuously braced by the Loot sheathing. Q.: O 111 Laawc (p.t) SPACING 2-0-0 5. the permonsrigt structural restraint shqwn i)S lotprevent buckling of individual truss _ w TCLL 3o.a I Proi.. mer.a.. I.00 COMPANIES member an Ili n0( intended 0 a bracing p, an or the roof structure or as a plan TCOL 15.0 Lumb.r t-as. 1.33 for the attachment of the roo�to the building. = I-- < - 8CU. 0.0 R.PSu...I-, YES CAUTION: _ - BCDL 10.0 Code FBC20t0/TP12007 2590 N. Kings Highway Trus a Fo be den rou and o copse dame e o d p rsapoi (n ('i�At Q 1 U] - Fort Pierce, Fl. 34951 hond�esd ms�alled an/2r �brace� gracing sh wagon �'h1s �rowlT yy isl l�l' EHtt �lUff y (772)464-4160 Fax:(772)318-0015 BRACING. Rsfer to the Truss Plate Institute �TPI) publication tiCSI 2008 BUILDING ` COMPONENT SAFETY INFORMATION. Guige to good practice for handlin installing V \ gf metal plate connected oad t ssPs . TPI(t� I Fated al: $18 Nortjl�eel �t Pet g N F �.' uite 31[, Alexandria VA 2314. ele hone: 0�/ 683-101u E-moil: m o l inst.or Read all manufactures WARNINGS enclosed with drowin acka e. /11l11111111\" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES ' TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec guet)Vosdw132mph; h.201F TCOLw6.Ops1; BCDL-6.Opsl; Category 11; Exp C; enclosed; MWFRS (low-rise) BC 2 x 4 SP No.2 3-1-2 oc purlins, except end verac.Is. and C-C Inlerlar(1) tone; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C-C for members and lorces, and w8 2 x 4 SP No.3 BOT CHORD Rigid coiling directly applied or 5-1-8 oc for MWFRS Ior reactions specified. OTHERS 2x 4 SP No.3 bracing. 2) Provide adequate drainage to prevent water ponding. I - Ply WEBS 1 Row2 Rows at 1/3 pis 7-9 4 al midpl 8-9. 5-11, 7-11 3 This truss has been designed tar a to.o psi boll.. chord live load nonconcurrenl with any other live loads. Provide mechanical connection (by others) of t.ss to bearing plate capable of withstanding 528 Ib uplift at joint 9 and REACTIONS (lb/size) 9w1675/Mechanical, 2.1633/0-8-0 517 lb uplift at joint 2. Mo. Harz 2w658(LC 6) Mex UpFH 9--528(LC 5), 2w-517(LC 5) LOAD CASE(5) Standard FORCES Orb) - Moximum Compression/Maximum Tension TOP CHORD 1-2w0/60,2-3--2740/885.3-4w-2451/876.4-5w-2326/694.5-6w-163�690.6-7w-1314/694. 7-Bw-25/f1, 8-9--272/IB5 BOT CHORD 2-13w-1279/2219,12-13--1012/1792. 11-12w-1012/1792. 10-11.-484 95J, 9-10w-484 95J WEBS 3-13w-365/335,5-13w-1B1/5J0,5-11w-732/482.6-11-0/296,7-11w-368/6J0. 7-10w0/280, 7-9w-1622/826 -1-4-0 5-11-4 i 11-3-1 i 16-10-8 23-11-4 31-0-0 1-4-0 5-11-4 5-3-13 5-7-8 7-0-12 7-0-12 4x6 = 3x8 = 2x5 II 3x4 = 3x4 = 1x4 11 5x4 = 3x8 8-3-7 16-10-8 23-11-4 31-0-0 8-3-7 8-7-1 7-0-12 7-0-12 PLATE: SIMPSON STRONG TIE ,FURNISH A COPY OF THIS TRUSS DESIGN TO CONTRACTOR TYPE: B1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ��� 1 /�i// S1 g.„ rtL1L _D.iii ;) V>09D ieo PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better \�\ C // Be o.T7 vw11n� o.aT „-,3 >99. x4o A52o 246/193 hot-d1 e0 olvoniied steel. //�.+, we om Na.r(n o.oD D /e /a 0P Uy \ P // (ue4;.) 1Kneju� 0.1211_13 logo 240 AS am 246/195 2. ConneC,I or ptales are applied to both faces of truss at each ' int. Where \ dimensions arp not 1Shpwn, plates are symmetrically placed agout joint or as ; i DATE: Feb 2012 indicated by circles loll. S " * + i LOADING SOUTHERN 3' Rtling. qnd fabricaf ton shall �e acc�glished using equipment producing snug �� •' {� �3' i CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d I in joints qnd fu ly embed ed to a .4• .' C,• 43 yl 4. Unl ss otherwise noted, compression lap chord to be continuously braced by the _ /� ` r nj ` TRUSS rmai sheathing `t 7 1� LOADING (pet) SPACING 2-0 COMPANIES 5. e perman¢ t structural restraint shgwn i)S tolprevenl buckling of individual truss _ �1 Fj - TCLL 30.o I Pmte4, 1-11r. 1.00 Tr anG is not .tended o� a bracing p,on or the roof structure or as a plan ( - rcoL 105.0 Lum6.rincr.gee 1.33 for the attachment of the roo to the building. _ f ^ C - BOLL o.o Rap St... met YES l BCD 10.g Code rBC20f0/TP12007 2590 N. Kings Highway Trus a art ye dun erou and ogcopseOddmna e Dj1tJ p rsopol (n f iLLr1]]AAtt ff11 I N `�j Fort Pierce, Fl. 34951 hand�esd Installed an;l/or sbroce . tlracmg sh ow an I111s drowigiy is..ljL�� ENtL�IV Y (772))64 4160Fax:(772)318-OOIS BRACING. R ter to the Truss Plate Institute?TP() publication tiCSI 2008 BUILDING COMPONENTgSAFETY INFORMATION, Guirje (o good practice for handlin installingq �L ,•' F mettal Ioto connected wp�od t ses .TPI I 1g North �e Street V I 41 quite J12PAlexandra VA �2J14. elsephone: (�03f b83 �b10 E-mml: in�io®lpmst.org F1- Read all manufacture s WARNINGS enclosed with drowin ocka e. / \ ""IIIIIIIot" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1), 2-ply truss to be connected together with lad (0.131'x3') nails as follows: BC 2 X 6 SP No.2 6-0-0 oc pur6ns, except and verticals. Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at D-4-0 oc. WB 2 X 4 SP No.3 •Excepl• EVI 2 X 6 SP No.2. EV2 2 X 6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. 2 - Piy bracing. Webs connected as follows: 2 X 4 - 1 row of 0-9-0 oc. REACTIONS (Ib/size) 12-2584/14-5-8. 7-3141/Mechanical• I1.5789 14-5-8, 9-6608/14-5-8. B-5558/14-5-8 2) All loads me considered equally applied to an plies, except if noted as front (F) or back (8) foce in the LOAD CASE(S) Mo. uplift 12--729(LC 3), 7--1053(LC 3). 11--1648(LC } . 9--1914(LC J). B--1729(LC 3) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise FORCES (lb) - Maximum Compression/Maximum Tension indicaletl. 3) Wind: ASCE 7-10; 170mph(Jsec gust)Vasd-132mph; h-20ft; TCDL-6.Opsr; BCDL-6.Opsf; Category 11; Exp C; enclosed; WWFRS (low-rise); TOP CHORD 1-12--1329 406, 1-13--121/42. 13-14--121 42, 2-14--121/42, 2-15--103/317, 15-16--103/317, 3-16--f03/317, 3-17--103�17, 4-17--f0]/317, a-10--103/317. 5-1B--f03/J 17, 5-19--113/35, 19-20--113/35, 20-21.-173/35, Lumber DOL-1.33 plate grip DOL-1.33. 4) Provide adequate drainage to Prevent water ponding. 6-21--113/35. 6-7--679/291 5 This truss has been designed for a 10.0 pal bottom chord live load nonconcurrenl with any other live loads. BOT CHORD 12-22--96/320,22-2J--96 320. 11-2J•-96 320,11-Y2--42/121,10-24--42/121, 9-10--42/121, 9-25--35/1 U. 7-28--104/303 LOAD CASE(S) Slondmd 25-26--35/11J. 8-Z6--J5�13, 8-27--10a�03, 27-28--104/303. WEBS 1-11--284/77. 2-11--1612/549. 2-9--632/209. 3-9--1944/642. 5-9--622/200. 5-8--1346/414, 6-8--271/99 1) Regular: Lumber Increase-1.33, Plate Increase-1.00 Uniform Loads (pll) Vert: 1-6--90. 7-12--20 Concentrated Loads (Ib Vert: 1•-814 B) 10--1663(F)8--1655(F) 13--724(8) 14--724(8) 15--724((B)) 16w-724(B) 17--724(B) 18--591(9) 19--591(B) 20--591(B) 21--591(B) 22--1663(F) 23--1663(F) 24--1653(F) 25--1563(F) 26--1663(F) 27--1655(F) 28--1655(F) 4-9-2 9-2-8 13-7-14 18-5-0 4-9-2 4-5-6 4-5-6 4-9-2 3x6 = 3x4. = lx4 II 3x4 - 3x4 = 3x6 = 1 13 14 2 15 16 3 174 18 5 19 20 621 27 728 4x4 II 3x4 = 4x6 = 3x8 = 3x4 - 4x4 II 4-9-2 9-2-8 13-7-14 18-5-0 4-9-2 4-5-6 5 6' 4-9-2 �C©NTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R TYPE: FG2 - 2 ply FTRUSS from 20DgougeON THESE DESIGN ASTM Ali 3/6553M Grade CRITERIA: fabricatGN better t ,l //// To oi: CSI v�ii`n� 1;i Vs9934 z o PLATES GRIP I. ConI ep(orrNG platees are ed ed hot-dl eli galvanized steel. OP g 'oint. \\��\\ ' 1 (� ,p I \ `r�s r^ DO MB o37 -°0:Do No„ rL 7 �a �. I ! i.o A92D 246/195 ASfeN t46/195 2. Conne or plates are applied to both faces of truss at each Where dimensions ore not h wn, plates are symmetrically placed D�foul 'pint or as indicated by circles fo� , • • ♦ V l/ i \ r i (rra ri.) 0OD wn4 LL o.07 11-1x >a99 LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. tl'mg.4nd fobricaitan shall be acc m lished using equipment producing snug•'(� fiYtmq joints qnd fully gmbeddad pla�esP i :�• ,; C, y1 version: 10.2d TRUSS 4. Unless otherwise notes, compression top chord to be continuously braced by the Dot sheathing. �fle �ij /� r C7 LOAD N0 (p.l) SPACING 2-0-0 COMPANIES 5. permanent structural restraint shgwn i to revent buckling of individual truss member Dnd is not In�etnded ots a broc�ng �pllson �r the roof structure or as a pion - - w - i TCLL 30.o Plot..I-sese 1.00 TCDL 15.0 Lumber Increase 1.33 IOr the attachmen a he Too l0 the UlltlIn - CAUTION: 'In' F^ - ( - BOLL 0.0 Rep slrnsinCt NO ecoL 10.0 Code rBC2D1O/FP12007 2590 N. Kings Highway 8 8 Y Fort Pierce, Fl. 34951 Trus es pan be don erou and Ca copse damage on rso of f imor R I handed installed and/Qr �bracetl. �racing sh wngon thiispdrawiDg is�(�i EHffffi y Refer to the truss Pjote Institute � I3CSI BUILDING v (772)464-4160 Fax:(772)318-00I5 BRACING. ) publication Z008 COMPONENT SAFETY INFORMATION. Guile o good practice for handlin installing w eettq<PI�IexandnucVA 0s 4ted c�t. 218 North�eP( Streetf, \ Q ,• ` F� \�\\ [so14.1[Iu�sehon�Pl' 3 e ep (� 1 E-mail: In a®tpinsl.org Read all manufactures WARNINGS enclosed with drawing acka e. / //-1 ESS� ARCE ENGINEERING STANDARD PACIFIC 6510 CITY: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Special connection required to distribute bottom chord loads equally between .11 pries. BC 2 % 6 SP No.2 -Except- B2 2 % 6 SP SS 4-8-6 cc purlins, except end verticals. 2 2-ply truss to be connected together with lad (0.131'x3) nails as follows: WB 2 X 4 SP No.3 *Except' EV2 2 X 6 SP SS, WI 2 X 4 SP SS, W12 2 % 4 SP NoBDT CHORD Rigid coifing directly applied or 10-0-0 cc Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 2 X 6 - 2 rows at 0-9-0 cc. OTHERS 2 X 6 SP No.2 •Except• LP 2 X 4 SP No.3 bracing. Except: Bottom chords connected as follows: 2 X 6 - J rows at 0-2-0 cc. 2 - Ply 6-0-0 cc bracing: 12-13. Webs connected Ds follows: 2 % 4 - 1 row at 0-9-0 cc. WEBS 1 Row at midpt 11-12. 10-13 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) REACTIONS (Ib/size) 12-13846/0-8-J (input: 0-6-0). 2-3760/0-8-0 eeelion. Ply to ply connections have been provided to distribute only loads noted as (F) or (a), urd.ss otherwise Max Harz 2-661(LC 5) indicated. Mo. uplift 12--4501(LC 3), 2--1067(LC 5) 4) Wind: ASCE 7-10; 170mph(3sea gust)Vasd-132mph; h-20ft; TCDL-6.Opsf; BCDL-6.OP3f; Category 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL-1.33 plate grip DOL-1.33. FORCES (Ib) -Maximum Compression/Maximum Tension 5j Provide adequate drainage to prevent water ponding. TOP CHORD 1-2-0/66. 2-3--6438/1663. 3-4--5145/1662. 4-5--6018/1682. 5-6--5406/1542, 6-7--5607/1832. 7-8--5997/1974. 6j)) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live foods. 8-9--5997/1974, 9-10--5997/1974, 10-11--1214/391, 11-12--9D37/2889 at 7) WARNING: Required bearing size at joinI(.) 12 greater Ihan input bearing sire. BOT CHORD 2-21--1841/5382. 20-21--1617/5006, 19-20--1617/5006, 18-19--1477/4581, 17-18--1833/5606, 16-17--1033/5606, 8 Provide mechanical connection others) of truss to bearing plate capable of withstanding 4501 Ib uplift at joint 12 and 15-16--1332/4055, 14-15--1332/4055, 13-14--1251/3839. 12-13--767/252 1067 lb uplift at joint 2. WEBS 3-21--316/292,5-21--136/468.5-19--684/410,6-19--225/690,6-18--914/17J3,7-18--1203/803, 7-16--437/670, 8-16--585/368. 10-16--1203/3i$ f0-15--187/918.10-IJ--SJ65/1780. 11-13--2720/8739 LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.33. Plate Increase-1.00 Uniform Loads (pit) Vert: 1-6--90, 6-11--90, 2-12--20 Concentrated Loads (lb) Vert: 16--3121(0) 13--9483(8) -a-4,-0 6-1-8 11-6-3 16-10-8 , 24-0-14 1 31-1-8 37-4-0 44-8-0 1-4-0 6-1-8 5-4-11 5-4-6 7-2-6 7-0-10 6-2-8 7-4-0 5%7 = 7.00 jTY 6 2x4 II 3x5 3x6 4x8 5x7 = 7 A 9 to 11 LI LV ly 10 11 IV IJ IY IJ IG 4x4 = 46 = 4x4 = 7x8 2x4 II 7xB II 4x4 - 4x6 = 1OX16 = 8-6-3 16-10-8 24-0-14 31-1-8 37-4-0 43-6-8 4 -B-C 8-6-3 8-4-6 7-2-6 7-0p,10 9-2-8 6-2-8 1-1-8 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER"/CONTRACTOR TYPE: A6G - 2 ly FTRUSS fabbrriicated from 20GN DgougeOASTM A6 3/6553M Grade IGN CRITERIA: ConI beettter 1 /// o:s7i Vd>'v°Dss° III,'. v!i�n;$ PLATES GRIP ectorrNG I. platees qre hot-dippod UaIVanlZed steel. ���\\ r �j,l ,� P T ` r C /� w9 0.91 -°o:ieiBe-lie 11or, 1L 0:13 17 /e /e l i4o A513 246/195 �1ex 246/19s 2. Connector plates are applied to both faces of truss at each �oint. Where d h \ V 0 • .. • • • /j ` (w1r•) .croft 0.19 16-1e )999 LOADING DATE: Feb 2012 Version: mensions arg not wn, plates are symmetrically placed a out joint or as indicated by circles �04 fabri be fished i `,' :' �,� ! (� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3 ��'ltingOnd aflion shall acc%m using equipment producing snug i ling joints gndcful y embedded plo e . - •'G� �' !yj� 10.2d TRUSS 4. Un ¢ss otherwise noted, compression top chord to be continuously braced by the Coat sheathing. • , r Q ` t� "'a LOAo1Nc (v.1) SPACING :-0-0 COMPANIES 5. the perman r(t structural restraint shgwn i to revert buckling of individual truss member an� is not Vended als a broc6ng QQl�an for the roof structure or as a plan - 6j - w rCLL (,o.0) Plot.. lea - 1.00 rcOL Is.o Lumber 1ner.9e. 1.33 2590 N. Kings Highway Fort Pierce, Fl. 34951 for the attachment a the roo t0 the Lillaing. _ CAUTION: Trus a9 pan be an out and c copse damage and p rsonal in' r f i t1 I l hand�a �braced.�racing on this rai ERg BV y �-" t N - 6CLL 0.0 Rep Stress I- NO BCDL 10.0 code F8C20l0/TP12DO7 (772)464-4160 Fax:(772)318-0015 installed anV/or sh wn r�rowipgg 1s BRACING. Refer to the Truss Plate Institute �TPI) publication 6CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile o good practice for handling InstaIN TtPI \ <1 \ f jne(al Ito connected odd t ses . I fed at. p1g North le St eeg grate 31[, alexandna VA ?1TI4. YelTephone: �83-1010 E-mad: in?Apmst.org i •'© i F l �/ ncl Read oIl manufacture s WARNINGS enclosed with drowin package. I�i /. �/��Illllllt��� ARCE ENGINEERING STANDARD PACIFIC 6510 4TY: 1 LUMBER BRACING TC 2 X 4 SP No.2 TOP cHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(3.ec gust)Vo3d-132mph; hw201t; TCDL-6.0p3l: SCOLw6.Opsf; Category n; Exp C; enclosed; MWFRS (to• -rise) 8C 2 X 4 SP No.2 •E.aepti B1 2 X 4 SP SS, 82 2 X 4 SP SS, 83 2 X 4 SP No.3 1-B-5 oe purlins. except and verticals. and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOLw1.J3. This truss is designed for C-C for members and forces. and WB 2 X 4 SP Na.3 -Except' W14 2 X 4 SP SS BOT CHORD Rigid ceiling directly applied or 3-10-10 oc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. Except: 1 Raw at mfdpl 8-18 2 Prortde adequate drainage to prevent eater pending. 3 This truss has bean designed for o 1.0.0 pit bottom chord rive load nonconcurrent with any other live loads. WEDGE Left: 2 X 4 SP No.3 WEBS 1 Row of midpt 12-13, 6-19, 9-16, 10-I6. 4 Al plates are A520 Plalee unless olhen.ise indicated. I - ply 10-14, 11-14 5 Bearing at joints) 2 considers parallel to groin value using ANSVTPI 1 angle to grain formula. Building designer should 2 Raws at 1/3 pts 11-13 verify capacity of bearing surface. REACTIONS (lb/size) 13-2427/0-6-0, 2-2583/0-8-0 6) Provide mechanical connection (by others) of I— to bearing plate capable of withstanding 788 to uplift at joint 13 and Mae Mori 2-655(LC 6) 667 lb uplift at joint 2. Max Uplift 13--788(LC 4), 2--667(LC 6) LOAD CASE(S) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/54. 2-3w-6212/2624, 3-4-5728/2548,4-5--4181/1757,5-6w-4043/1782,6-7•-3271/1527, 7-Bw-2B78/1441, ' B-9•-2875/1441, 9-10�-2659/1297, 10-11�-1778/835, 11-12w-27/7, 12-13w-267/178 SOT CHORD 2-22•-2805/5174,21-22w-2261/4113,20-21.-1723/3Z54, 19-20w-1723/3254, 18-1'9! 1/2736, 17-IB�O/102. 8-18.-403/287,16-17�-149/395,15-16•-1035/2131,14-15w-1035/2131, 13-14�-669/1J75 WEBS 3-22�-154/528.4-22�-622/1167,4-21•-BO1/586,6-21w-299/723,6-19•-911/SB0,7-19w-419/892, 7-18--452/JB9, 9-18.-270/403. 9-16--933/535, 16-18•-1155/2279, 10-16•-481/970, 10-14w-1362/773. 11-14•-644/1562. 11-13--2475/1214 3-2-0 -�-4-0 6-4-13 12-3-11 16-10-8 26-4-2 32-9-4 38-0-15 1 44-8-0 1 1-4-0 3-2-13 5-10-14 4-6-13 9-5-10 6-5-2 5-3-11 6-7-1 3-2-0 5x7 = 3x4 II 3x5 = 5x5 = 4x5 = 3x4 II 4x6 = 3x5 = .r V s Sx12 AS18H = 3x4 11 5x8 = 3x6 = 4x5 = 5x5 = 3x5 = 3.20 6x8 = PT 3-2-0 10-0-4 16-10-8 20-4-0 26-4-2 35-5-3 44-8-0 3-2-0 6-10-4 6-10-4 3-5-8 6-0-2 9-1-1 9-2-13 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E1� CT*6LCbNTRACTOR TYPE: A5 UPON SEALINGConOASTM A653E 6DESIGN 53M Grade A better \\IA:�, t �I/// [ Te o.9i v°e `((1uL o.iD ire =19 r/>99D ieo PLATES GRIP eato�Fl is ass FoDbn sled frSIGN om 20Dau or I. hot-dl ed alvanized steel. 9 9 pp 'rain \\ T C // \ wt P f� we Doss° /u,ai.) t rL oi�21-ii >7/. r/ (; w.m1u o.�e 1e-1D >99D i4o Asxo 246/195 A518H 246/195 2. Connector plbtes are applied to both faces of truss at each . Where dimensions arp not h wn, plates are symmetrically placed about pint or as indicated by circles �o� \ y D • • ... !� - ` 3(L - `' >^ LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. C tlin qnd fabri a Ion shall bbe occomolished using equipment producing snug FYlinggjoints gndcluflysmbedded plates. �/ •'{� i �• ,; Cl y1 10.2d TRUSS 4. Unlle¢ss otherwise notte , compresssion lop chord to be continuously braced by the 00t sheathing. s. a perm0n ¢( structural restraint shown i to revenl buckling of individual truss - �(3 /1 , .,` ^+- \' •' W 1 "•7 GO - Lr l LOADING (pit) SPACING 2-0-0 TCLL 30.0 Plot.. In<r.e.. 1.00 COMPANIES member on� 1s no( mended op o bracing plan for the root structure or as a plop to bullBeing. - )•-•• { TCDL ts.o Lumber Iner.as. 1.33 BOLL 0.0 Rep Stress Incr YES I for the attochmen 0 the roo the CAUTION: •n SCDL 10.0 code FBC20IO/TP12007 2590 N. Kings Highway Trus a Ca lie don erou and a copse damp e a d p rsopol f i I out and �racmg �1is dProwlpgq is%(61' E�I� y Fort Pierce, F1. 34951 (772)464-4160 Fax:(772)318-0015 hond�esd ms�olled anV/or sh wngon EIRACING-Refer to the Truss Plate Institute TPI) publication eCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlin instollinq •' \ Rfinettal late connected gQod tr sses .TPI I 4�ed t. Z1g Northh a Street Sidle 312. xandna VA � 314, 1pelephone: (D�f b83 �010 E-mad: in Ipinst.org // F �- � �( ` Read all manufactures WARNINGS enclosed with drowin ocka e. �//��lllllltt�� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 4 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, NOTES 1) Wind: ASCE 7-10; 170mph(3sec gust)V-dw 132mph; h-2011; TCDL-6.Opsl; BCDLw6.Ops1; Category It: Exp C; enclosed; MWFRS (low-rise) B1 2 X 4 SP SS, B2 2 X 4 SP SS. B3 2 X 4 SP No.2 except end verticals. and C-C Intartpr(1) ran.; lumber DOLw1.33 plate grip DOLw1.33. This Irws is designed for C-C for members and forces. and 04 2 X 4 SP 55. BB 2 % 4 SP No.2. 89 2 % 4 SP No.2 SOT CHORD Rigitl ceiling directly applied or 4-3-4 cc for MWFRS for reactions specified. SC 2 % 4 SP No.3 -Except- 910 2 x 4 SP No.2 bracing. Except: wB 2 % 4 SP No.3 aExcepl• W11 2 X 4 SP SS t Row at midpl 8-22 2) Pravide.odequate drainage to prevent water paneling. J fiis Truss has bean Designed for p 10.0 psi Ooltom chord live food nonconcurrent with any other five loads. OTHERS 2 % 4 SP No.3 WEBS 1 Row at mApl 6-24, 22-24, 7-22. 9-21 2 Rows al 1/3 12-13, I1-15 4 All Plates ora AS20 plates unless otherwise indicated. S Bearing of joinl(s) 2 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer should WEDGE pis Loll: 2 X 4 SP No.3 1 _Ply verify capocily of bearing surface. 6) Provide mechanical connection (by others) of truss to bsoring plate capable of withstanding 788 Ib uplift at joint 13 and REACTIONS (Ib/size) 13;2427/0-6-0, 2-2583/0-8-0 667 lb uplift at joint 2. Max Hors 2w6570 (LC 4). 2w-667(LC 6) Max Uplift.'.2 LOAD CASE(S) Standard FORCES (lb) - Maximum Compreeeion/Maxin um Tension TOP CHORD 1-2w0/54,2-3w-6199/2626,3-Iw-5688/2525.4-5w-4253/1779.5-6--4124/1798,6-7w-3297/1506, 7-8w-3140/1541, 8-9�-J146/1540,9-1Ow-2194/1029,10-11�-2194/1025.11-12.-39/9.t3-15w-23B8/1174, 12-15�-269/179 BOT CHORD 2-27w-2806/5162, 26-27�-2326/4226, 25-26w-1790/3J66. 24-25w-1790/3366, 23-24--198/299,: 2'110/157. B-22w-661/452. 21-22w-1299/2660.20-21•-BOJ/1641,19-20--803/1641,16-19w-865/1560,15-16w-822/1652. 18-19-0/42, 17-18-0/180. 14-17w0/11, 16-17w-19/16. 13-14w-12/19 WEBS 4-27.-551/10J1, 4-26�-8I2/561,6-26w-269/680.6-24w-897/567. 7-24w-201/563, 22-24w-1210/2470, 7-22w-492/572. 9-22w-393/794,9-21w-1287/756,11-21w-614/1527,11-15w-2617/1294, 3-27--191/576 5-10-2 -1-}-0i 11-4-5 16-10-8 31-2-4 , 3� 4� 4-8-0_i 1-4-05-10-2 5-6-3 5-6-3 14-3-12 6-8-0 6-9-12 Sx8 y 3x5 = 7.00 PY 3x4 II 3x6 = 4x5 = 3x4 11 7 R 9 10 11 12 3x5 3x6 4 T 6 4x5 i 2x4 11 5 4 W 2x4 fij B4 0 11 12 g I BB [v T o 22 �12 9 15 o :10 �27 26 25 24 2x4 1) 23 3x6 = 184 13 5x12 AS18H = 4x6 = 6x8 = 2x4 )I 3x5 II 4x5 = 3x5 II 5x4 II 3x5 = 7x8 0 3x4 II 2A2011lM 2x4 II 3x4 II 2x4 II 2x4 1) 3x4 = _ 3x4 II 24-0-0 3d$ �50- 3-2-9 9-6-9 i 16-10-8 ,20-4-Q 24* 0 34-6-4 1 41-6-042-2-0 , 3-2-0 6-4-9 7-3-15 3-5-83-8-0 9-10-4 6-11-120-8-0 0-8-0 2-6-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E C_�INLCbNTRACTOR TYPE: A4 SEALING EConI egtoOr Flute Dse faDbEcnted from 20DOASTM A653E 6D53M Grade AGN Ror biter \\IA:�` 1 / cm / " o.9: °vrwr` 3 -o.i9 �'4, V>999 Aso PLATES GRIP p gouge / \ / DC own Vnl-0.7621-22 1699 2m hot-dl peel olvanized steel. ,\ -,,` P T /� vie 1.00 N i I'L1 0.44 13 y. /. jpH Zjb�jgj 2. Conne,(or plates are applied to both faces of truss at each faint. Where \ Vro , .. • /� (u.1 r d`(LL) 0.37 21-22 >999 2-0 1 AS dimensions erg not h wn, plates are symmetrically placed about joint or as T LOADING DATE: Feb 2012 indicated It circles �o� SOUTHERN 3 ��tlinggq nd fobrirtoltyn sholl ke accimplished using equipment producing snug �!'.'4Si CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d I lm in(s and u 1 gmbedaed pia es. ' �Cr3 •y1 4. Unl ss otherwise note ,compression lop chard to be continuously braced by the ,. TRUSS 00� sheathing. 1 Q O LOADING (psi) SPACING 2-0-0 COMPANIES 5. a erman nl structural restraint shown i to revent bucklin of individual truss = EtI : - TOLL I Plot..ln.r.e.. 1.00 member al is not intended of a brocin pphon for the root structure or cis a pion - ITC 0.0 Lumber..owes• 1.33 for the attachment of the roo to the b�liling. _ ►- C - BOLL o.o Nap St.... her YES CAUTION: _ - BC 10.o coo. FBC2010/TP12oD7 2590N. Kings Highway Trus es a e don erou and o copse dome e a d p rsopol In ('mpr 4 I U71- Fori Pierce, Fl. 34951 handed msgalled an�l/Qr �brace(� �racmg sh wngon �1Is �rawipg is(�1' �NCt �IU y BRACING. R ter to the Truss Plate Institute ?TPI) publication BCSI 2008 BUILDING (772)464 4160 Fax:(772)318-0015 \ (/ COMPONENIg SAFETY INFORMATION. Guide l0 good practice for handling installing %L ••' � 4f me of Ito connected w2od t ses . TPI I 1g North 4e Slreel Juice 517, Alexandria VA ?2J14. �e�ephone: (i�0���83 �b10 E-maiL mPio®lpms(.org F�- ��- Read all manufacture s WARNINGS enclosed with drawing package. r//llllllllt_1��� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 5 LUMBER BRACING TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10: 170mph(3eec 9uel)Vasdw132mph; h.20ft: TCOLw6.Opsf: BCDL-6.Dpef; Category 11; Exp C: enclosed: MWFRS (low-rise) 81 2 X 4 SP No.2. B5 2 X 4 SP S5. 89 2 X 4 SP No.2 2-3-6 oc pur6ne, except end verticals. and C-C Interior(1) zone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and BC 2 X 4 SP No.3 •Excepl• 810 2 X 4 SP No.2. Bit 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc for MWFRS for reactions specified. WB 2 X 4 SP No.3 -Except- W10 2 X 4 SP SS bracing. Except: 2 Provide 9dequale drainage to prevent water pending. OTHERS 2 X 4 SP No.3 1 Row at midpt 7-23 3 This Iruss has been designed fora 10.0 psf bottom chord live toad nonconcurrenl with any other live loads. ) - p)y WEBS I Row al midppt 5-26, 24-26. 6-24. 8-20 4 Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 788 It, uplift at joint 14 and 2 Rowe al 1/3 pts I1-14, 10-12 6681b uplift at joint 2. REACTIONS (lb/size) 14-2427/0-6-0.2-2583/0-8-0 Max Harz 2-658(LC 6) LOAD CASE(5) Standard , Mes uplift 14-776B(LC 4), 2w-668(LC 6) FORCES (ID) - Maximum Compression/Maximum Tension TOP CHORD 1-2w0/60.2-3w-4149/1566,3-4w-3663/1559.4-5w-3738/1577,5-6--3090/1391,6-7w-3156/1543, 7-8w-3164/1545, , 8-9w-2244/1047, 9-10w-2244/1047.10-11--38/9,12-14w-2387/1173. 11-12w-279/186 SOT CHORD 2-28--1856/3412,27-28w-1610/3030,26-27w-1610/303D,25-26w-101/37.23-25-0/123. 23-24-0/403, 7-24w-629/432, 21-24w-1324/2713, 20-21--1324/2713. 19-20w-825/1685, 16-19w-825/1685, 13-16w-888/1607, 12-13--843/1703. 16-18--4/34,17-18-0/179.15-17-0/10.13-17;-19/21. 14-15w-18/19, 22-23-0/0 WEBS 3-28--318/313,5-28--162/486.5-26w-706/470.6-26w-100/338.24-26w-1223/2579.6-24--548/930, 8-24--353/721. 10-20w-597/1499.B-20w-1258/744,10-12w-2631/1302. 21-22w-253/0 PLATE: SIMPSON 1. 2. SOUTHERN 3. TRUSS 4. COMPANIES 5' 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 11-3-1 16-10-8 30-8-15 37-7-9 1 44-8-0 1-4-05-11-4 5-3-14 5-7-7 13-10-6 6-10-11 7-0-7 5x8 3x5 = 7.00 FIT 3x4 II 3x6 = 4x5 _- 3x4 II _ 14 3x5 = 4x6 = 6x8 = 3x4 11 4x5 = 3x5 11 6x8 = 3x4 II 3x4 = 3x4 II 2x4 II 3x4 = 2x4 II 3x4 II 344-IN-0 4x5 8-3-7 16-10-8 24-0- 0244-0 34-2-4 41-6-042-?-0 , 8-3-7 8-7-1 7-1-8 0-8-0 9-6-4 7-3-12 0-8-0 2-6-0 FURNISH A COPY OF THIS TRUSS I :SIGN BASED UPON THESE DESIGN CRITERIA: icaled from 20 gouge ASTM A653/653M Grode A or better eel. lied to both faces of truss at each 'min``. Where I. plates are symmetrically placed oDoul joint or as loll be accvmpfished using equipment producing snug bedded Iates. ompres�ion top chord to be continuously braced by the restraint shgWn i to revent buckling of individual truss led o a bracing pp]Jan for the root structure or as a plan too to to the bullaln . CAUTIONS s and can cause domaae and personal (nNrvif_imff�gggrly IGN TO E EE TIbIl(CLTRACTOR I I 111 1 / Bc 012 r • cs T L /// p.8 0.pa (-� +/� LOADING •(� C3 CRITERIA• AI C 4 ;• 'ti r�.J L� 1 LOADING (Pe1) •.../ (,� TCLL 30.0 W : TOOL 15.0 BCLL 0.0 `! ti TYPE: Al DEFL M 1-) 1/&4 L/4 PLATES GRIP vwlTl)j -0.aO-1 >95vL A520 246/195 =n eineEU.1 03> .1 2g-21 >999 740 ASISH 245/193 DATE: Feb 2012 T01 1_950 MATRIY Version: 10.2d SPACING 2-0-0 Hales Inerean 1.00 Lumber I-w, 1.33 Rep Stress Incr AS Code FBC2010/TP12007 a3 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced roof five foods have been considered for This design. SC 2 X 4 SP No.3 6-0-0 oc Puffins. 2 Wind: ASCE 7-10: 170mph(3eet gust)Vosd.132mph; hw20tt, TCDLw6.Dpsfi BCOLw6.Opsf; Category a; Exp C; enclosed; MWFRS (low -rice) OTHERS 2 x 4 SP No.3 SOT CHORD Rigid ceiling tliretlly applied or f0-0-0 cc and C-C Inlerior(1) zone; Lumber DOLD-1.33 plate grip DOL-1.33. This truss is designed for G-C for members and forces, and I _ply bracing. for MWFRS for reactions specified. REIICDONS (lb/size) 1:125/22-9-0. 10-125/22-9-0. 13-435/22-9-0. 15-449/22-9-0, 16-400/22-9-0. 12-449/22-9-0. 11-400/22-9-0 3 Provide adequate drainage to prevent water ponding. M. Harz 1.-45((LC 4)) 4 This Truss has been dosigned fora 1D.0 psi bottom chord live load nonconcurrenl with any other live lands. Mox Uplift 1.-39(lC 6), 10�-41(LC 7), 13w-1B1(LC 5). 15w-194(LC 4), 16=73(LC 5), 12--193(LC 5). 11--167(LC 4) 5 Cable requires continuous bottom chard be Max Craw 1-125(LC 1). 10-125(LC 1). 13-435(LC 1). 15-45J(LC 11), 16w407(LC 10). 12-453(LC 10). 11.407(LC 11) 6 Provide mechanical connection (by others) of truss to bearing plots capable of wilhetanding 39 It, uplift of joint 1, 41 It, uplift at joint 10. 181 lb uplift at joint 13, 194 lb uplift at joint 15, 173 lb uplift at joint 16. 193 to uplift at FORCES (lb) - Maximum Compression/Maximum Tension joint 12 and 167 lb uplift at joint 11. TOP CHORD 1-2�-92/37,2-3w-41/51,3-4.-4141. /51,4-5w-41/51,5-6w-41/51,6-7.-41/51,7-8�-41/SI, B-9�-01/51, 9-10--92/37 BOT WEBS CHORD 5-13w-355/244 441. 615w/372/254 3-16--324/2 5.7-121--372/254. B, 11-1-324/21541, 10-11w-2/41 LOAD CASE(S) Standard 2-0-0 20-9-0 22-9-0 2-0-0 18-9-0 2-0-0 7.00 FT 3x4 = 1x4 II 3x4 = txa II tx4 II 3x4 = 1x4 II 1x4 II 4 5 6 7 8 9 1114 II 1x4 II 3x4 = 1x4 II 1x4 II lx4 II 22-9-0 22-9-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO�JuIiWIUNTRACTOR TYPE: PBF SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\\t /�// c o.3it pw.Lri`(lL ('°`1 '/°°n%e 299 PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better ��� // Be a+e vw1(nl /a - a/a 999 As2o 244/195 hot-dippetl alvcnited steel. \ w1 P fQ / we 0.09 Iwr(n) o:pc 10 a/a a/° As,811 246/193 2. Connector plgates are applied to both faces of truss at each pint. Where \ V'0 , . • • • • • . // ("°'ri•I dimensions arp not h wn, plates are symmetrically placed about joint or as r4 31L / DATE: Feb 2012 indicated by circles (so� i LOADING 3. � ttin qnd labrl attion shall be acc mulished using equipment producing snug ••L�' % CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN 11! inggjoints and ctully embedded plo es.�,' TRUSS 4. Unf ss otherwise noted, compression lop chard to be continuously braced by the r� ooe( sheathing. Q- 0 LOADING (prq SPACING 2-0-0 COMPANIES s. The perman rt( structural restraint shown ig to prevent buckling of individual truss = !i l : 4j TCLL 30.o mcr.m. +.00 member on not intended alp a bracing plan for the roof structure or as a plan ( - TCDL 15.a Lumber Increase 1.33 for the attachment of the roo to the budding = }^ C BCLL 0.0 Rep Sboe mar YES CAUTION: (n ( _ BCDL 10.0 Code FBC20lo/TP12007 2590 N. Kings Highway Trus es Gi fie don rou and o copse damn e 0 d p rs000l (n f i I V Fort Pierce, Fl. 34951 handed insgalled an` /or�race� �racmg sh wngon this dPrawipg Is. Epfffn y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile (a good practice for handling installing !�L ,• 41 f metal�olate connected w od lr sses .TPI I 1g Nortjl 4e tree[ guile 31z, AlexD, dria VA ?2aS14. 1pelephone: (TOItf 83 �010. E-mo11: myo®lpmst.org "/IIIIIIII\\" T1 T T T 3 9 1 ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TO 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or BC 2 X 4 SP No.3 6-0-0 oc purlm.. OTHERS 2 x 4 SP No•3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1 - Ply bracing. REACTIONS (lb/size) 1.164/22-9-0,9.164/22-9-0,12.440/22-9-0.14-440/22-9-0,15-368/22-9-0. 11-440/22-9-0. 10.36B/22-9-0 Mo. Harz 1.-105(LC 4) Max Uplift 1.-28(lC 5). 9.-50(LC 4), 12•-I84((LC 4)). 14.-I8 7(LC 4)), 15.-124(LC 5), 11.-191(LC 5), 10.-115(LC 7) Mo. Grm 1. 171(LC 10). 9.171(LC 11). 12.440(LC I. 14.447(LC 11), 15.368(LC 1), 11.447(LC 10). 10-368(LC 1) FORCES (lb) - Maximum Compress;on/Maximum Tension TOP CHORD 1-2.-162/128,2-3.-174/140.3-4.-93/110.4-5.-93/110.5-6.-93/110,6-7.-93/110, 7-8.-174/140, 8-9•-162/87 BETS HORD 5-12• 359/250. 4-14--366/242 2-15.6280/194,16-117./366/242 8-10/9280/194 -76/93, 9-10.-76/93 4-0-0 4-0-0 18-9-0 14-9-0 NOTES 1 Unbalanced roof five loads have been considered for this design. 2 Wind: ASCE 7-10: 170mph(3sec gust)Vosd.132mph; h.20fh TCDL•6.0psf; BCDL•6.Opaf; Category 11; ESP C; enclosed; MWFRS (low-rise) and C-C Interior(l) zone; Lumber DOL.1.33 plate grip DOL•1.33. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 31 Provide adequate drainage to prevent water pond;ng. 4 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other five loads. 5 Goble requires continuous bottom chord bearing. 6 Provide mechanical connection (by othere) of truss to bearing plate capable of withstanding 28 It, uplift at joint 1, 50 It, uplift at joint 9, 184 lb uplift of joint 12. 187 lb uplift at joint 14, 124 lb uplift at joint 15, 191 It, uplift of joint 11 and 115 lb uplift at joint 10. LOAD CASE(S) Standard 22-9-0 4-0-0 3x4 = 1x4 11 1x4 II 1x4 II 1x4 11 3x4 = 7.00 3 4 5 6 7 1x4 11 2 6 I a I 3x4 4 3x4 1x4 II 1x4 11 3x4 = 1x4 11 1x4 II 1x4 II . MPSON STRONG TIE SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)4644160 Fax:(772)318-0015 22-9-0 22-9-0 FURNISH A COPY OF THIS TRUSS SLALING Ul• IKUSS ULNUN bAbW UNUN l tbt UtJIUN GKI ItKIA: \ \\\ � " ' - • ' fV I. Connector pplates are fabricated from 20 gouge ASTM A653/653M Grade A or better 1 hot -di ped UUolvanized steel. P 2. Connector pRltes are applied to both faces of (ru s at each ' inl. Where �� • • • • • . pimenslans arp not h wn, plates are symmetrically placed a�out joint or as indicated by circles �a 3. �y(tjng, qnd fabrfcaf Ion sholl �e accimSplished using equipment producing snug itlling joints and fuly embed ed la e . 4. Unl Plss otherwise noted, compression top chord to be continuously braced by the r �J LLao sheathing. Q- / 5. the perman2nl structural restraint shown is to revenl buckling of individual truss = [u : 4j member and is not intended o a brocln�p Ian for the roof structure or as a plan for the attachment of the rocs to the b fit in . = M 5S rf11 hf1 rI p S CAUTION: r1 a �a�y Ti�pr�pe� - (n !G hrrnsSAl.5t �nef nl orT� nHe%n� h n�o rfaRrnr nne chnwng nath�icpAmw sari' ic'N(91'f FRF'('TIT]N ly CONTRACTOR / cn 8'c 0.0.33 .11j'090° i LOADING i CRITERIA: At LOADING (PSI) TCLL 30.0 TCDL 13.0 - BCLL 0.0 BCDL 10.0 TYPE: PBE Part. ( • (toe) I/d.n L/d I99, PLATES GRIP Vwl(((lll 999 Hort(il) O.W� 9 n/a n/o A520 246/195 Aolf N6/195 SPACING 2-0-0 plot.. Incnau 1.00 Lambs Incrsa.. 1.33 Rep St.... I- YES Code FBC2010/TP12007 Version: 10.2d ,,,/1111111\11, ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 2 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1)) Unbalanced roof live loads have been considered for this design. BC 2 x 4 SP No.3 6-0-0 oc puriins. 2) Wind: ASCE 7-10; 170mph(33ec gust)Vosdw132mph; h-2011; TCOL-6.Opal; BCDL-6.Opsl; Category 11; Exp C; enclosed; MWFRS (low-rise) OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc and C-C Int.d.,(1) zone; Lumber DOL-1.33 plot. grip OOL-1.33. This truss is designed for C-C for members and forces, and I - Ply bracingg for MWFRS for reactions specified. REACTIONS (lb/size) 1-182/22-9-0. 9-182/22-9-0. 12-453/22-9-0. 14-394/22-9-0, 15w390/22-9-0. 11-394/22-9-0. 10-390/22-9-0 3 Provide adequate drainage to prevent water pending. Max Horz 1.165((LC 5) 4 This truss has been designed for a 10.0 psi bottom chord Five load nonconcumenl with any other live loads. Max Uplift Iw-33 LCC 7), 9w-24(LC 6), 12w-204(LC 4). 14w-169(LC 5). 15.-187(LC 5), I1.-152(LC 4). 10.-183(LC 7) 5 Gable requires continuous bottom chord bearing. Mo. Cmv 1-182(LC 1). 9w182(LC 1). 12w457(LC 10). 14w410(LC 10). 15.400(LC 10). 11-410(LC 11). 10.400(LC I1) 6 Provide mechanical conneclion (by others) of truss to bearing plate capable of wi!h?tonding 33 It, uplift at joint 1. 24 Ib uplift at joint 9, 204 ID uplift of joint 12, 169 ID uplift at joint 14. 137 It, uplift of joint 15. 152 It,uplill at joint FORCES (lb) - Maximum Compression/Maximum Tension 11 and 183 lb uplift at joint 10. TOP CHORD 1-2--184/91,2-3--209/144,3-4--113/162.4-5--113/162.5-6w-113/162.6-7w-113/162, 7-8--209/144, B-9w-184/51 BOT CHORD 1-15w-35/113. 14-15w-35/113, 13-14w-35/113, 12-13.-35/113, 11-12--35/113, 10-I1--05/113. 9-10--35/113 LOAD CASE(S) Standard WEBS 5-12--377/263.4-14--331/219.2-15w-313/242. 6-11w-331/203, 8-10w-313/242 I PLATE: SIMP SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 6-0-0 16-9-0 22-9-0 6-0-0 10-9-0 6-0-0 3x4 = lx4 II 3 4 1x4 II 1x4 II TIE FURNISH A COPY 3x4 = 1x4 II 22-9-0 22-9-0 I. Connector tales are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dippeaDlvanized steel. 2. Connector plates are applied to both faces of truss at each 'oint. Where dimensions arg not h wn, plates are symmetrically placed o�lout joint or as indicated b circles �a 3. �U(lin(), qn fabricD�lDn shall �e acc�eVished using equipment producing snug 1t``mg Joinvs and (u Iy tubed ed la e . 4. Unl ss otherwise note comprestion top chord to be continuously braced by the 5. toast sheathln . o perman r�t structural restraint shgwn i to revenl buckling of individual truss Torands no intended ojs o bracing pvlsan for the roof structure or as o plan for the attachmen of the roo to the bullaina. 1x4 II 3x4 = 6 7 1x4 II ESIGN TO �JC-U CONTRACTOR is 0", [ sc u.2x � (� !! we 0.09 LOADING CRITERIA: Al r�� Q ,' �• r� ••• 13r LOADING (psi) '•'/ TCLL 30.0 TCL }-- ,yR� /��i - 30 BCLL 10:0 TYPE: PBD DEFL Iv.na n% () y4�%o 999 PLATES GRIP 20 H.r.(rl) 0.00 D n/. n/a AS18 246/195 AS1BH 248/195 SPACING 2-0-0 Plot.. I...... 1.00 Lumbar Increase 1.33 R.p St.... Mer YES Code FBC2010/TP12007 Version: 10.2d ,y/III/liltItI,\� ARCE ENGINEERING STANDARD PACIFIC 6510 QW: 2 LUMBER BRACING TC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-10; 170mph(3sec gu.t)Vosd-132mph; hw2011; 61--6.Opsl; BCOLw6.Op5f; Category 0; Exp C; enclosed; MWFRS (low-rise) BC 2 % 4 SP No.3 OTHERS 2 x 4 SP Nc.3 80T CHORD Rigid ceding directly applied ar 10-0-0 oe and C. C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and 1 - PI brocng. for MWFRS for reactions specified. REACTIGNS (lb/size) 1-144/22-9-0. 9-144/22-9-0. 12-427/22-9-0, 14-413/22-9-0. 15-421/22-9-0. 11-413/22-9-0. 10-421/22-9-0 3 Provide adequate drainage Io prevent water ponding. five any other live loads. 1 w-225(LC 4) Max Hart 4 This truss has been designed for a 10.0 pit bottom chord load noncencorrent with Mo. Uplift 1 w-56(LC 4). 9�-26(LC 5). 12�-187((LC 5). 14--131(LC 5). 15w-226(LC 6). 11 w-11O(LC 7). 10--227(LC 7) A). 11w413(LC 1). 10w423(LC 11) 5 Cable requires continuous bottom chord bearing. 6 Provide mechanical connection (by others) of truss to bearing plate capable of wilhelonding 66 lb uplift at joint 1, 26 lb Mox Grav 1w155(LC 10). 9�155(LC 11), 12w437(LC 14w413(LC 1). 15w423(LC 10). uplift at joint 9. 187 lb uplift at joint 12. 131 la uplift at joint 14, 226 tb uplift at jo;nl 15, 110 lb uplift at joint FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2w-167/190.2-3--182/178.3-4w-155/199.4-5--79/168.5-6--79/168.6-7.-165/199. 7-8--182/97. 8-9w-140/112 11 and 227 It, uplift at joint 10. CHORD .6-10--330/29710-11--87/146, 9-10--87/146 LOAD CASES) Standard WBOT EBS 5-12.-357/234,3-14w-334/209146. .2-15w 33B/297146. ,7-11w-334/209146. PLATE: SIMPSON STRONG SE 1. 2. SOUTHERN 3. TRUSS 4. COMPANIES 5. 2590 N. Kings Highway Fort Pierce, FI.34951 (772)464-4160 Fax:(772)318-0015 8-0-0 3x4 = 1x4 II 14-9-0 6-9-0 3x4 = 22-9-0 8-0-0 1x4 II 1x4 II 3x4 = 1x4 II 1%4 II 1x4 II 22-9-0 FURNISH A COPY OF THIS TRUSS DESIGN TO ER0QMN"CONTRACTOR _SIGN BASED UPON THESE DESIGN CRITERIA: \\\"'' ,�/// re o.4s eel ted from 20 gauge ASTM A653/653M Grade A or better \\\ T E �, we 0.14 lied to both laces of truss at each joint. Where �� `� " • • • 1. plates ore symmetrically placed about joint or as LOADING loll be acc mDlished using equipment producing snug 4 �` CRITERIA: At bedded la�e5. • , C+' r�J� :ompreslion lop chord to be continuously braced by the Q . 0 .,,I NO LOADING (pep I restraint shgwn i to revent buckling of individual truss - LLJ ; TOLL 30.0 ledled of a bracmqq pp)son for the roof structure or as a pion ! _ TCDL 13:0 to the b Idtlln . - I'" (�� - BCLL 0.0 CAUTIONS � (000L +o.o S and can cause damaae and Dersonal iniuryif_=Daedy F L p" TYPE: PBC DUL R, (I..) I/e.a L/4 PLATES GRIP Z LL)) n/a n/a 0.01 9 n%° 999 ^ ° AS20 246/195 AS1BH 246/195 DATE: Feb 2012 m . Inn, 1-T-1 Version: 10.2d SPACING 2-0-0 plat.. IMnaee 1.00 Lumber Increase 1.33 Rep Sh". I- YES code FBC2010/TP12007 �-?7 ",IIIIIII101, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING TC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purrms. 0.1ing NOTES 1) Unbalanced roof We foods have been considered for this des;gn. 2 Wind : ASCE 7-10: 170mph(3sec gust)Vosd•132mph; h.201t: TCDL•6.Opa1; BCDL•6.Opal; Category n: Exp C; enclosed; MWFRS (low-rise) BC 2 % 4 SP Na.3 OTHERS 2 % 4 SP No.3 BUT CHORD Rigid dreclly applied or 10-0-0 oc and C-C Interior(l) zone; Lumber DOL. 1.33 plate grip DOL•1.33. Tnis truss is designed for C-C for members and forces, and I - PI bracing. for MWFRS for reactions specified. REACTIONS (lb/size) 1-175/22-9-0. 9-178/22-9-0, 12.328/22-9-D, 14-428/22-9-0. 15-422/22-9-0. 11.428/22-9-0, 10-422/22-9-0 3 Provide adequate do jnoga to prevent water ponding. live load with any other live loads. Mm1 Harz 1.-285(LC 4) 4 This (ruse has been designed far a 10.0 psf bottom chord nonconcumenl Max Uplift 1.-56(LC 4), 9•-17(LC 5). 12•-69(LC 5), 14w-202(LC 6). 15.-217(LC 6). I1.-198(LC 7). 10.-210((LC 7) Max Gray 1.178(LC 1). 9.178(LC 1). 12w328(LC 1), 14.441(LC 10). 15w422(LC 1). 11- (LC 11). 10.422(LC 1) 5 Gable requires continuous bottom chord bearing. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplill of joint 1, 17 lb uplift at joint 9. 69 it, uplift at joint 12. 202 to uplift at joint 14. 217 to uplill at joint 15. 198 lb uplift at join) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2.-211/176,2-3.-228/174,3-4.-223/245.4-5.-119/246.5-6•-119/246.6-7.-223/245, 7-8•-228/94, 8-9•-186/97 11 and 218 lb uplift at joint 10. 130T CHORD 1-15.-76/149. U-15.-78/149,1J-14.-76/149.12-13.-76/149,11-12•-76/149. 10-11.-76/149. 9-10.-76/149 LOAD CASE(S) Standard WEBS 5-12•-247/117. 3-14.-361/280. 2-15.-337/294. 7-11.-361/280. 8-10.-337/294 10-0-0 12-9-0 22-9-0 10-0-0 2-9-0 10-0-0 tx4 II 3x4 = 3x4 = 3x4 i 15 14 13 12 11 10 J)(4 lx4 II 1x4 II 3x4 = Ix4 11 tx4 II 1x4 II 22-9-0 22-9-0 j LC©NTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO�Q-4TYPE: PBB SEi. GO InecC7to0r OFTRUSSDESIGN SIGNBm gaugeUPON ASTM 53M CradeCA hater t /l /// ai vR Lin; n% (f.) Oar %0 999 PLATES aSre faDhncated 20 A653/6or hot-d�pe 1 galvanized steel. 'Dint. \\�IA:�` T C rQ !/ e�c we 0.15 -x(n) Mol 9 n/a n/o 246/GRIP Asz 195 As1� 246/195 2. Conne for pi tes are applied to bath faces of truss at each Wheret°a1m) �imenslons arp not shpwn, plates are symmetrically placed o�loul joint or as Indicated b circles LS �r >� LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN loll. 3. C (tin an yfabricst�on shall bbe accomplished using equipment roducin snug s fully Ia[es. gproducing 9 �!'.'r t^� � Version: 10.2d !I tin Din and mbedded a, lSnl sus otherwise note compression top chard to be continuously braced by the ; CG TRUSS COMPANIES o01 sheathing. 5. We permanQnt structural restraint shown is topreventbuckling of individual truss = member on ] is not intended of o brocinq pion or the roof structure or as a plan 4 O t� w : 5 - - �C LOADING (pet) SPACMC 2-0-0 TCLL so.o I wine, ma,.a„ 0-0 TcoL 1s.o Lumber Increoe. 1.33 for the attachment of the too to the bVilding = I^ - - BOLL 0.0 Rep Str,e, Ina, YES BCDL +0.0 Code rec201o/TP12007 2590 N. Kings Highway CAUTION: _ Trus a cart be don erou Dnd D capse dGma e a d p rsopal In y f i q I iraang �rowipg E lib y Fart Pierce, Fl. 34951 (772)464.4160 Fax:(772)318-0015 hond�esd installed gy� or�lracea sh wngon 1s ls�V1' BRACING. Rfler to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING V \ COMPONENT SAFETY INFORMATION. Guide to good practice for handling instolliny late connected w2od (rysses .TPI is I a •. Z1g North lee Street !�L ,•' Vmetal Suite 312, Alexandria VA j?2314. telephone: (703f693-1010 E-mad: into®lpmst.org j F\ Read all manufactures WARNINGS enclosed with drawing package. F�c::�l kJ�\ r//�Illllllll�� ARCE ENGINEERING STANDARD PACIF LUMBER BRACING TC 2 X 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or BC 2 X 4 SP No.3 6-0-0 oc purlins. OTHERS 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 cc I - Ply "racing. 7/22-9-0, 9.447/22-9-0, 8.417/22-9-0 REACTIONS (lb/size) 1.135/22-9-0.7.135/22-9-0,10.386/22-9-0,12-447/22-9-0.13.41 Mo. Harr 1.- 325(LC 4) Ma. Uplift 1.-70(LC 4). 76-5(LC 5). 12.-233(LC 6). 13.-210(LC 6). 9.-232(LC 7), 8.-210(LC 7) Mae Grov 1.135(LC 1). 7.135(LC 1). lOw306(LC 1), 12.463(LC 10). 13.417(LC 1). 9.462(LC 11). B.417(LC 1) FORCES (lb) - Maximum Compression/Minimum Tension TOP CHORD 1-2•-278/203.2-3.-165/202.3-4.-142/261,4-5.-142/261, 5-6.-138/77. 6-7.-150/76 BOBS CHORD 4-10- 306/27,3157 Z12•-383/356. 2-13Z-332/284. 5-9.i 383/316.6 BOO 332% 847, 8-9.-50/157, 7-8.-58/197 11-4-B 11-4-8 4x4 = 4 6510 QTY: 5 NOTES 1)) Unbalanced root two loads have been considered for this design. 2) Wind: ASCE 7-10: 170mph(35ec gust)Va5dw132mph; h.201F TCDL•6.Dpe1; BCDL•6.Op51; Category II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(l) zone; Lumber DOLw1.33 plate grip DOL•1.33. This truss is designed for C-C for members and forces. and for MWFRS for reactions specified. 3) This truss has been designed for o 10.0 psi bottom chord live load nonconcurrenl with any other five foods. 4 Gable requires continuous bottom chord bearing. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift of joint 1. 5 lb uplifl of joint 7. 2331b uplift at joint 12. 210 N uplift at joint 13. 232 lb uplift at joint 9 and 210 lb uplift at joint S. LOAD CASE(S) Standard 22-9-0 11-4-8 3x4 ii 13 12 11 10 9 is JXv 1x4 II 1x4 II 3x4 = 1x4 11 1x4 II tx4 II 22-9-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO E'1� I'CbNTRACTOR TYPE: PBA SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\%\ '� �� 0.o n`LL a%('°`� '/°pia - 999 99. PLATES GRIP I. Connector Dlutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-dl olvanized steel. \\ _1 (� [ ,L� `r�L r" �i eC a,. we 0.23 v.11a; a/. e/. i-x(ru o.ol 1 n/a n/a Asia 2+6/195 As 18M 2461195 ,petl 2. Conne for pll tes are applied to both faces of (ruse al each 'oin((. Where dimensions are not h wn, plates are symmetrically placed D�out joint or as indicated b circles �o� V , • • • • • • • c I'- �� i i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. C tlin qnd Fobricatt on shall bbe acc m lished using equipment producing snug i lul�ydmbedded I I ttfi G J •; ( b� Version: 10.2d TRUSS mg�jomts qnd 4. Unffss othe[wlse no a campres Ion top chord to be continuously braced by the Too sheathln9. 5• the plermanertt structural restraint shqwn is to prevent buckling of individual truss a , r�nJ ( h � � LOADING (pd) SPACING 2-0-0 TCLL So.O PIa1.. in9r.... 1.00 1.J3 COMPANIES merriber and is no intended o a brocing p,an for the root structure or as a on the roots to the building._ ( 1- C TCOL 1s.o Lumber Incr.oeo BCLL 0.0 Rep sir... mcr YES for the attachment of CAUTION M !. _ V BCDL 10.0 Cod. FBC20f0/1P12007 2590 N. Kings Highway Fact Pierce, Ft. 3495I Trus es co be don erou and a copse dDmD e o d p rsoOal In f iir�pt I handed Ins�alled an�/or and racing sh wngon this derawtgigg is�(�1' Elttf:�l!3� y 200 1 BUILDING (772)464-4I60 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute TPI) publication 9CS1 COMPONENT SAFETY INFORMATION. Guile to good practice for handlin installing mey,12plote connected w2od t sses .TPI I9 fed `. p1g Nortb �e Street \ (/ F>4 41 Suite 317, Alexandra VA �2J14. Telephone: (03fgb83 �010 E-mall: m�o®lpmst.org / 0 Read all manufactures WARNINGS enclosed with drawing package. / 11/11,11Ilk"" ENGINEERING STANDARD PACIFIC 6510 QTY: 1 eRAclwc ILBRACING UIERNOTES TC 2 X / SP SS •Except• T2 2 % / SP No.2. T/ 2 % 4 SP No.2 TOP CHORD Slrueluml wood sheolh'mq directly applied or 1) Wind: ASCE 7-10: I70mph(3sec gwt)Vasdw132mph: hw20fL TCDLe6.Opsh BCDL-6.Opsf; Category a: Exp C; enclosed: MWFRS (low-rise) Bl 2 x 4 SP S5, BS 2 % 4 SP SS. 89 2 % s SP No.2 2-2-0 oe is .ne, except end ver6cots. and C-C Inlerlpr(I :one; Lumber DOL.1.33 plot. grip DOLw 1.33. This buss is designed for C-C for members and force. and BC 2 X 4 SP No.3 'Except- 810 2 X 4 SP No.2, Bit 2 X 4 SP No.2 BOT CHORD Rigid tailing directly applied or 4-10-11 cc for MWFRS for reactions specified. WB 2 X 4 SP No.3 -Except- W5 2 X 4 SP No.2. WID 2 % 4 SP No.2 bracing. Except: 2) Provide adequate drainage Io prevent water pondinq. OTHERS 2 % 4 SP No.3 1 Row al midpl 7-22 3)) This truss has been designed for a 10.0 psf bollom chord five load nonconcurrent with any other five loads. 1 - Ply WEBS 1 Raw at midpl 6-25, 8-19 4 Provide mechanical connection (by others) of truss to bearing plot. capable of withstanding 840 Its uplift at joint 13 and 2 Rows al 1/3 Pis 9-11 J Raws al 1/4 ptt 10-13 655 lb uplift at joint 2. REACTIONS (lb/size) 13w2427/0-6-0, 2e2383/0-8-0 LOAD CASE(5) Standard M.Moa Harr 8840(LC Uplift 13w4). 2w-655(LC 6) FORCES (lb) - Mo.imum Compression/Maximum T.ne;on TOP CHORD 1-2w0/60. 2-3 709./1576, 3-/-J790/1605,1-5w-3793/1683,S-6w-3021/146B,6-7.-3631/1740, 7-5w-3654/1751, 8-9w-2596/1196.9-10�-48/12.11-17w-2J8B/1161, 10-11.-284/188 BOT CHORD 2-27e-17B1/3353,26-27.-1393/2732, 25-26w-1393/2732: 4-25w-153/24,22-24-0/48. 22-23-0/302, 7-23w-540/376, 15-18w-943/1949. 12-15--1001/IB74. 11-12e-959/1972. .118 IS 17w-1513/3141 1l ;20,- 11�/314 12-16.43/1949, / I6/29, 13-1/w-23/18. 21-22w0/O . WEBS 4-27.-511//74,5-27w-J57/7B7,S-2Sw-465/638,6-25.-1J02/696.23-2Sw-1]80/3121,6-23�-518/1 I65, 8-23.-J50/752. 9-19w-6o1/1537, B-19w-1294/752.9-11--2791/1367, 20-21--22B/0 -j-4-0 7-8-0 14-10-8 19-3-8, 30-8-15 1 37-7-9 44-8-0 r 1-4-0 7-8-0 7-2-8 4-5-0 11-5-7 6-10-11 7-0-7 5x6 7.00 j T 3x5 = 3x4 11 5x6 = 4x5 = 3x4 II ) 13 3x6 = 5x8 = 3x4 11 4x5 = 3x5 11 3x5 = 7x8 = 3x4 II 3x4 = 3x4 = 2x4 11 3x4 II 2x4 p 3x4 II 4x5 = 24-8-0 44-8-0 9-9-10 1 16-10-8 1,9-3-824-0-0 „ 34-2-4 41-6-0 42-�-0 , 9-9-10 7-0-14 2-5-0 4-8-8 9-6-4 7-3-12 04-0 0-8-0 2-6-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO 4 C - NTRACTOR TYPE: A2 OF TRUSS ASTM Ali 3/653M Grade CRITERIA: 20 gougeUPON fabricated BASED I. beettter: \��\ t // n 1.0o ( v°Ei.1`k; -o.ii 19-i0 r/>999 1eo PLATES GRIP konI ept rTi hot-dluuped u�alvolted steel. r� \\ T 1- // �J� PC °0:09 Hari(n) D.i6 1913 > 7/ 19-20 2.g AS2o 245/195 AS all 246/195 2. Conneclor pliltes are applied to bath faces of truss at each 1poin tt. Where dimensions h about'joint os �\ .... tuani.) wiw(LL1 o.3s >999 LOADING DATE: Feb 2012 10.2d are not wn, plates are symmetrically placed or ndicoled b circles �a CpStling� be fished Lj fi� JIC �� CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN J. ndyfgbrl' I -A shall pcom using equipment producing snug ft Im mis na lull embedded 5lotesP Un s otherwise noted, compres ion lop chord to be continuously braced by the :.CG� TRUSS 4. e Loot/ shealhm . _� 5. the perman r�t structural restraint shown is to revent buckling of individual truss ^� G0 - W Lo4aNc (p.l) SPACING z-o-o TILL 30.o P1oi..lncr.a.e 1.00 COMPANIES member al is not intended ojs o bracing plan for the roof structure or as a plan - for the attachment of the roo to the b riding. _ _ )- < - TCOL 1s.0 Lambe Incrw.. 1.33 eLL o.o R.p Street Inc, TEs 2590 N. Kings Highway Fort Pierce, Fl. 34951 CAUTION: Trus es a be don out and copse dame e o d p rsopol in f i I y handed uls�alled llrace��rocmg wn on �1Is drowl, SccoL fo.o caa. reczofo/rw2oo7 (772)464-4160 Fex:(772)318-0015 an�l/or sh Islet' BRACING. R fer to the Truss Plate Institute ?TPI) publication fiC51 2008 BUILDING Guige �/ COMPONEN>g SAFETY INFORMATION. to good practice for handling installing gf metal late connected god t[usaes .TPI I fed `. 21g North 1 e gbeet uite 31[, Alexandra VA ��tJ14, Telephone: 083 �010 E-mall: meio®tpinst.org �.' \ %\ Read all manufactures WARNINGS enclosed with drowin acka e. /,. F�1 \\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof live loads hove been considered for this design. BC 2 x 4 SP No.3 4-0-0 oc puriin.. 2 Wind: ASCE 7-10; 170mph(3sea gusl)VOsdw132mph: h-201t; TCDL-6.Opsh BCOL-6.Opsf; Category a; Exp C: enclosed: MWFRS (low-rise) t -Ply SOT CHORD Rigid ceiling directly applied or 10-0-0 oc and C-C Interlor(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and bracing, for MWFRS for reactions specified. REACTIONS (lb/size) 1-161/4-0-0. 3.161/4-0-0 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. Max Horz 1.44(LC 5) 4 Gable requires continuous bottom chord bearing. Nos Uplift 1.-41(LC 6). 3w-41(LC 7) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 1 and 41 Ib uplift at joint 3. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--157/103. 2-3w-157/103 LOAD CASE(S) Standard Bar CHORD 1-3--52/113 3x4 - 2-0-0 4-0-0 2-0-0 2-0-0 2 2 x 4 i 2x4 4-0-0 4-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO T!�UNTRAQTOR TYPE: V4 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: lutes fabricated from 20 ASTM A653 653M Grade A better / \\ ` // CSI rc o.13 DEFL (loc I/d.n I'd vwI - J 999 PLATES GRIP 1. Connector are gouge or p 9 9 hot-dippetl galvanized steel. - \ / \ P T E .C, / I ` �1 eC o.2o we o.00 V.r111L) rw.(n) 0:00 3 �/o n/. A920 2/6/193 A518H 246/193 2. Connector plates are applied to both faces of .truss at each •Dint. Where -,,` �\ V .... (Irma.) LOADING DATE: Feb 2012 dimensions org not h wn, plates ore symmetrically placed a�Tout joint or Ds indicated by circles �a / CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. ��ltlmg pnd labricfatlyn shall be acc4alished using equipment producing snug I m join s qnd u l embedded gpla e. Unl lop to be braced by the ,•C{�� h \�'� rn•� Version: 10.2d TRUSS 4. sgs otherwise noted, compres9ion chord continuously DaP( sheathing. 4TIe i to buckling individual truss , l 4 w 0J 11} G] LOADING (pit) SPACING 2-0-0 COMPANIES 5. permon lit structural restraint shown reuse! of member on� is no 4 mended ols o bracing pp14on for the roof structure or os D plan for the altachmen of the roo to the bulliling. - w - TCLL 30.0 Plel..lner.e.. 1.00 TCOL 15.0 Lumber Iner.aee 1.33 DCLL 0.0 Rap Slr.se YES 2596 N. Kings Hi vr4 ! l�l y Fort Pierce, Fl. 34951 CAUTION: Trus es or1 be den erou and Ca copse dame e o fJ p rsopol handed mslalled an�l/or�racea. �racing sh wn on this derawlpg Is(dY _ ncr BCDL 10.0 cod. FBC2010/TP12007 (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute ?TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guile to good practice for handling instollinq t TPI��SO�p�ted North trpeet �r 'v\� Qf metal plate connected od ssPs . 4ee) c�l. 21B ulte 12. Alexandria VA 2Q314.ele hone: 1 83 01u E-moll: in 0 l inst.or g F� •' I Read all manufactures WARNINGS enclosed with draw,nq package. i cz �\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 X 4 sP Na.2 TOP CHORD Siruelural wood sheathing directly apDGetl, NOTES t) Wind: ASCE 7-10: 170mph(3see qust)Vasd-132mph; h-2011: TCDLw6.Ops1; BCDL-6.Opsf: Category a; Exp C; enclosed; MWFRS (low-rise) B1 2 X 4 SP SS. B5 2 X 4 SP SS, B9 2 X 4 SP No.2 except end vertieols. and C-C Interior(l) zone; Lumber DOL- 1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and BC 2 X 4 SP No.3 •Except• 810 2 X 4 SP No.2, 811 2 X 4 SP No.2 SOT CHORD Rigid Ceiling directly applied or 4-9-15 oc for MWFRS for reactions specified. WS 2 X 4 SP No.3 'Except- EV2 2 X 4 SP No.2, W5 2 X 4 SP No.2. W10 2 X 4 SP No.2 bracing. Except: 1 Row al midpt 7-23 2 Provide adequate drainage to prwenl water ponding. 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl with any other live loads. OTHERS 2 X 4 SP No.3 I - Ply WEBS 1 Row al midpl 11-14, 6-26. 9-20 4 provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 lb uplift at joint 14 and 2 Raw5 at 1/3 p13 10-12 637 lb uplift at joint 2. REACTIONS (lb/size) 14-2427/0-6-0, 2-2583/0-8-0 LOAD CASE(S) Standard Max Harz 2-519(LC 6) M.Uplift 14w-885(LC 4). 2--637(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2wD/60,2-3w-4130/1662,3-4.-3805/1639,4-5w-3659/1674,5-6w-3446/1651,6-7--4306/2031, 7-8w-4336/2044, 8-9--4336/2044, 9-10-3080/1402, 10-11--64/15, 12-14w-2388/1151, 11-12.-288/191 BOT CHORD 2-28--1772/3393,27-28w-1454/2901,26-27--1454/2901,25-26--146/77,23-25-0/89. 23-24-0/333. 7-24w-565/393, 21-24.-1772/3726,"20-21w-1772/3726. 19-20w-1106/2312, 16-19--1106/2312. 13-16w-1155/2240. 12-13--1117/2341, 16-18--19/23, 17-18-0/151. 15-17-0/12.13-17w-11/37, 14-15w-29/11, 22-23-0/0 WEBS 3-28--409/388.5-28--225/603.5-26--554/936,6-26w-1431/752.24-26w-1548/3464,6-24.-572/1294, 9-24�-J68/823, 10-20w-612/1590, 9-20w-1339/766, 10-12--3035/1473. 21-22--217/0 -1-4-0 6-8-0 12-10-8 1 18-3-8 30-8-15 37-7-9 44-8-0 1-4-0 6-8-0 6-2-8 5-5-0 12-5-7 6-10-11 7-0-7 1 PLATE: SIMPSON STRONG TIE .a� SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 5x6 = 3x5 = 7.00 rfF 3x5 = 3x4 11 3x6 = 4x6 = 3x4 11 a a '7 R a 1n 11 4x6 - 5x9 = 3x4 11 4x5 = 3x5 = 5X10 - 3x4 0 2x4 11 2x4 II 0 I 12 14 T II 3x4 11 3x5 II 3x4 = 3x4 II 3x4 II 4x5 24-B-0 44-8-0 9-3-10 16-10-8 1$-3-824-0-0 i i 34-2-4 41-6-0 44-0 , 9-3-10 7-6-14 1-5-0 5-8-8 0-8-0 9-6-4 7-3-12 0-8-0 2-6-0 A COPY OF THIS TRUSS I. Connector pplaces fire fabricated from 20 gouge ASTM A653/553M Grade A or bell hot -di ped aolvonized stgel. 2. Connef..1or plates are applied to both faces of truss at each ' int. "ere dimensions org not h wn, plates are symmetrically placed a�out joint or as Indicated b caclesog 3. R1 t ing gnVfabri affon shall be aceimSplished using equipment producing snug a. brm )o1n s gndcluly mbedded pia e . lisgs otherwise note compression top chord to be continuously braced by the Loaf sheathlnq 5, the permou I structural restraint shown i to revenl buckling of individual truss Tor ontl Is not intended a a brocin plson for the roof structure or as o plan for the attachment of the roo�to the bi itifIng. CAUTION: Trusses can be donaerou5 and can cause domaae and Personal ini iry.if riarD4@rh �UN ESIGN TO�JC_44TRACTOR cm TE /// a 0.9E � P /! LOADING CRITERIA: AI 4. ; • r•� 13•' LOADING (P. ) BOLL D.D BcaL 10.0 U V � TYPE: A3 oLrL(( jj 1�roe) 1/a.n 360 I PLATES GRIP vel(rL) 0 920-21 >395 240 AS20 111/195 -11 a.se 14 /a /a ASIeH 246/193 P9M 8 0.4. 20-21 >999 2/0 SPACING 2-0-0 plot.. I-M. 1.00 Lumen Inereose 1.33 Rep Sir- incr YES Code FBC2010/rP12007 Version: 10.2d �//�lflllllll�� ARCE ENGINEERING STANDARD PACIFIC 6510 CITY: 1 LUMBER BRACING NOTES TC 2 % 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced roof five toads hwe been considered for this design. BC 2 % 4 SP No.3 5-0-0 oa purlins. 2 wind: ASCE170mph(33ec gu.t)Vaed-132mph; hw201h TCOL-6.opef; BCDL signs 1; Category tl; Eep C; enclosed: es. an (low—rise) OTHERS 2 % 4 SP No.3 SOT CHORD Rigid ce0ing directly applied or 10-0-0 oc and C—C lm.dor(I) xon.; Lumber DOL-1.33 plot. grip DOL-1.33. This truss is designed for C—C for members and tortes. and I — ply bracing, for MWFRS for reactions specified. REACTIONS (ID/sire) 1:203/8—D-0. 3-203/8-0-0. 4-355/8-0-0 3 This truss has been designed fora 10.0 psi bottom chord live toad nonconcurrenl with any other live toads. Moe Horx 1�-104(LC 4) 4 Gable requires continuous bottom chortl bearing. Mae Uplift 1.-74(LC 6). 3w-83(LC 7). 4w-47(LC 6) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 1. 83 lb uplift of joint 3 and 47 It, uplift at joint 4. FORCES (Ib) — Moimlum Compression/Moeimum Tension TOP CHORD 1-2.-104/73, 04/68 LOAD CASE(5) Standard SOT CHORD 1-4.-23/45, 3-4--23/45 WEBS 2-4--27D/162 4-0-0 4-0-0 4x4 = 2 8-0-0 4-0-0 2x4 d 1 x4 II 2x4 �- 8-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO kbuz LITRACTOR TYPE: V8 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ t / TC oEFL( ('•e) '/°•" 92 PLATES GRIP 1. Connector Vlutes are fabricated from 20 gouge ASTM A653/653M Grade A or better ��\\ //// Ile we 9.06 �:(nl) 0. oe 3 9io hot-dippetl fgolvonized steel. �� P T [ // tar •) • tis2o z46/19s 2. Connector p ates are applied to both faces of truss at each 'oinl. 1Hlfere ti • ... a I As1BH 24s/19s dimensions org not h wn, plates are symmetrically placed o out joint or Ds �� LOADING DATE: Feb 2012 indicated by circles �o� �' i Version: 10.2d SOUTHERN 3. ��rtling, Dnd tabrtcfaf+an shall �e acc�m�lished using equipment producing snug �!'•'G^t CRITERIA: ANSI TPI 1-2007 (MATRIX) tting join s and u y gmbed ed pia e . .4• TRUSS 4. Unl ss otherwise notetl, compression lop chord to be continuously braced by the ooel shealhln . Q. - G W LaaNc fuel) SPACING 2-0-0 COMPANIES 5. 4he perman4r)qt struplural restraint shgwn is lofprevent buckling of individual truss C� TCLL 30.o I Plat.. Iaer.e.. 1.03 member ontl Is not Intended of a bracing plan or the roof structure or as o plan - w - : TcoL ts.a Lumber ins sae. 1.33 for the attachment of the roo to the building. _ }-- ( SCU. 0.0 Rep St....I— YES CAUTION BCDL 10.0 Code FBC20f0/TP12007 2590 N. Kings Highway Trus es ya be don er0u and ag copse domo e o d P rsopol to y f impt I - (f] Fort Pierce, Fl. 34951 honed msgclled cn�i/or �brace� tlracing sh owartI'hIs derawip ' tn'0 Ef�tl:�llig y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institute �TPI) publication 6CSI 2008 BUILDING ` COMPONENT SAFETY INFORMATION. Guile tt0 good practice : for handling installing !�L •• gf met f.plate connected wood t[1�ssps . TPl�t�sp��gbtg �0 216 Nort(i I eP( trpeet g i F v -, uite 31'L, Alexandria VA 2314. Isle hone: 063 010 E-mall: too t Insl.or .. Read oil monufacture s WARNINGS enclosed with drowinci clackoCle. �//llllllll\,\� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 X 4 SP SS -Except' TI 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied, NOTES 1) Wind: ASCE 7-10; 170mph(3sec gusQVasd.132mph; h.2011; TCDL•G.Dpel; BCOL•6.Opsf; Category II; Exp C: enclosed; MWFRS (low-rise) BC 2 X 4 SP No.2 except end verttcol.. and C-C Inlerior(1) zone; Lumber DOL.1.33 plate grip DOL•1.33. This Irusx is designed for C-C for members and forces, and WB 2 X 4 SP Nu.3 -Except- EV2 2 X 4 SP No.2, W 10 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc for MWrRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. WEBS 1 Row at midpl 4-15, 9-14. 9-12, 10-12 2 Provide odequale drainage to prevent water ponding. 3 This Truss has been designed for a 10.0 p3f bottom chord live load nonconcurrenl with any other live loads. 1 - Ply 2 Rows at 1/3 pis 10-11 4 Provide meahonical connection (by others) at truss to bearing plate capable of withstanding 923 It, uplill at joint 11 and REACTIONS (Ib/size) 11-2427/0-6-0. 2-2583/0-8-0 630 lb uplift at joint 2. Max Harz 2.450(LC 6) Max Uplift I I. 923(LC 4). 2•-630(LC 5) LOAD CASE(S) Standard FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/60. 2-3.-4163/1677. 3-4.-3689/1635. 4-5.-4203/1981, 5-6.-4203/1982. 6-7.-4203/1982, 7-8--4027/1877, 8-9.-4027/1077. 9-ID• 2675/1238. 10-11.-2335/1157 BOT CHORD 2-18--1717/3416, 17-18.-1717/3416. 16-17.-1514/3110. 15-16.-1514/3110, 14-15•-1877/4027, 13-14.-1238/2675, 12-13.-1238/2675. 11-12•-30/70 WEBS 3-18.0/190.3-17.-370/265,4-17w-57/420.4-15.-747/1366.5-15.-785/538,7-15.-132/221. 7-14.-060/5B4. ' 9-14.-804/1703.9-12•-1033/1042, 10-12•-1522/3280 1-4-0 5-8-1 10-10-8 19-4-12 27-9-4 36-1-12 44-8-0 1-4-0 5-8-1 5-2-7 8-6-4 8-4-8 8-4-8 8-6-4 _ATE: SIMPSON STRONG SE 1. 2. SOUTHERN 3' TRUSS 4' COMPANIES 5' 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 6x8 2x4 II 3x6 = 3x5 = 3x6 = 3x5 = 5x5 = I 2x4 II 3x5 = 4x6 = 3x8 = 3x5 = 4x6 = 3x5 II 3x6 = 5-8-1 1 10-10-8 1 19-4-12 27-9-4 36-1-12 44-8-0 5-8-1 5-2-7 8-6-4 8-4-8 8-4-8 8-6-4 IIRNISH A EnPY OF THIS TRUSS DESIGN TO �JCTWCNTRACTOR� SIGN BASED UPON THESE DESIGN CRITERIA: A653/653M Grade A better`T ///, ,a led from 20 gauge ASTM or intt. Where C R Be °0:776 Td to both faces of truss at each fates ores metrical) laced a�out joint or as P y p 1 • • • • _\ Y • . i LOADING edded uucl umVished using equipment producing.snug mpres9ion lop chard to be continuously braced by the •'(r� vi' CRITERIA: Al 'estraint shown i to prevent buckling of individual truss !d o o bracing pp)aon for the roof structure or as a plan roo�to the bulltlln . NN�� andyag S Es ct moge aad pgrsopal in ()tffc' iR�Ily = - w h F^ r — Z — C — �'�! R LOADING (p.D TOLL 30.a TCDL 15.0 BOLL 0.0 BCOL 10.0 41 F TYPE: A7 DEFL( ) . Sto<) f/4.n L/4 PLATES GRIP .3LL) -0:0 14-15 1652 240 Ib,TL) 0.14 11 /a /a A52o 246/195 ..11 a." ._" 1999 210 As16H 245/195 DATE: Feb 2012 Version: 10.2d SPACING 2-0-0 Plat.. inen9n 1.00 Lumbar •ncn9.e 1.33 Rep Stre.. incr YES Code FBC2010/TP12007 //�IIIIIIl1t�, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof two loads have been considered for this tlesign. BC 2 x 4 SP No.J 6-0-0 oc purring. 2 Wind: ASCE 7-10: 170mph(3sec gusl)Voad•132mph; h.2011: TCDL.6.Opsl; BCDL•6.Opsf; Category 9; Exp C; enclosed; MWFRS (tor -rise) OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe and C-C Interior(1) :one: Lumber DOL•1.33 plate grip DOL.1.33. This truss is designed for C-C for members and forces, and t - ply bracing. for MWFRS for reactions specified. REACTIONS (Ib/six.) 1-440/12-0-0, 5-440/12-0-0. 6-321/12-0-0 3 Provide adequate drainage to prevenl water ponding. Max Nor[ 1-136((LC 4)) 4 This lrwa has been designed for o 10.0 pal bottom chord live load nonconcumant with any other live loads. Max Uplift 1.-163(LC 6), 5.-170(LC 7). 6.-25(LC 5) S Cable requires continuo.. bottom chord bearing. 6 Provide mechanical connection (by others) of truss to bearing plate capable of wilhelanding 153 lb uplift of joint 1, 170 FORCES (lb) - Maumum Compresefon/Maximum Tene;on lb uplift at joint 5 and 25 Ib uplift at joint 6. TOP CHORD 1-2.-545/J61,2-3.-385/394. 3-a.-385/394. 4-5.-545/361 BOT CHORD 1-6.-205/385. 5-6•-205/385 LOAD CASE(S) Standard WEBS 3-6.-142/87 ATE: SIMPSON STRONG TIE SEALIN 1. COME hat—L 2. Conne dimen indica SOUTHERN Aging TRUSS 4• Lin p(S COMPANIES 5. meet memt for th 2590 N. Kings Highway Trus i Fort Pierce, FI.34951 hand�� (772)464-4160 Fax:(772)318-0015 BRACI COMP 5-0-4 6-11-12 12-0-0 5-0-4 1-11-9 5-0-4 3x4 = 1x4 II 3x4 - 2 3 4 3 x 4 i 1x4 II 3x4 12-0-0 12-0-0 FURNISH A COPY OF THIS TRUSS I :SIGN BASED UPON THESE DESIGN CRITERIA; icated from 20 gauge ASTM A653/653M Grade A or better set. Led to bath faces of truss at each 'oinll. Where I, plates are symmetrically placed adoul joint or as tall be occ m fished using equipment producing snug bedded to . ompres?ion top chord to be continuously braced by the restraint shown i)S lolprevenl buckling of individual truss led o a brocing p,an or the roof structure or as a plan > r00� to the budding. CAUTION: i and can cause damage and Dersonol iniuryjf_imarDnerly IGN TO kt.T�l ftN TRACTOR . .03 'C�% Ir. LOADING • ` CRITERIA: At ti rnJ `�` \ • W " (psi) LOADING TOOL 13.0 _ C SCLL 0.0 BCDL 10.0 i •' V TYPE: V12 DER • (lee) Id," V. (('L v n/e L/a 999 PLATES GRIP .(R) J.5 n/. n%e AS20 246/195 AS1aH 246/195 DATE: Feb 2012 TPI 1—?nn7 u4TNIx Version: 10.2d SPACING 2-0-0 plate. Inc..... 1.00 Lumber Ineraos. 1.33 Rep Slr... Iner YES Code FBC2010/TP12007 35- '0111111o". ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 17Dmph(3sec gusl)Vo3d-132mph; h-2011; TCDL-6.Opsf; BCDL-6.OP3l: Category a: Exp C; enclosed; MWFRS (low -rice) BC 2 x 4 SP No.2 4-2-6 oc purrna, except and verlicals. and C-C Interior(l) zone; Lumber DOLw1.33 plate grip DOLw1.33. This Iruss is designed for C-C for members and forces. and WB 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-10 oa for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2 Provide aquate drage to prevent water pending. 1 - Ply WEBS 1 Row at m;dpl 5-7 3 Thn lrdews has been desiinagned tar a 10.0 psi bottom chord rive load nonconcuaent with any other five foods. REACTIONS (lb/size) 7.1127/0-3-8, 2-1289/0-8-0 4 Provide mechanic cam Ilion (by others) of truss to bearing plate capable of withslonding 360 to uplift at joint 7 and Max Harz 2w385(LC 6) 392 It, uplift al joint 2. Nos uplift 7w-360(LC 5). 2w-392(LC 6) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2w0/60.2-3w-1727/537.3-4--1377/548.4-5--1117/553. 5-6--41/18, 6-7w-238/161 BOT CHORD 2-10--773/1375.9-10w-466/954. 8-9w-466/954, 7-8w-466/954 WEBS 3-IOw-311/258.4-iDwo/279.5-10--1J1/219. 5-8-0/214. 5-7w-1229/604 -1-4-p 4-10-2 9-0-0 1-4-0 4-10-2 4-1-14 15-0-8 6-0-8 4x5 = 4 3x8 = 5 21-1-0 6-0-8 2x5 II 6 3x8 = 3x4 = tx4 11 3x4 = 9-0-0 15-0-8 21-1-0 9-0-0 6-0-8 6-0-8 (UNTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO TYPE: E1 BASED oN THESE DESIGN ASTM A6 3/653M Grade CRITERIA: Conlnect Or l fabricated from 20 better 1 /l /// 00:"I v'ZiLLI 1 Ma I/i°s4 24o PLATES GRIP gougeSIGN . tees are ated hot -di perP olvonized steel. 'ointt. ���\` T E / 61 vre O.Q -o:" a • 1L o.oe 7 ny. a/. =LLI A52o 246/195 ASI5H 246/195 2. Conine tar plgates ore applied to both laces of (ruse at each Where dimensions are not h wn, plates are symmetrically placed o� out )o nl or as 31L i ry.16 o.oe a-10 1999 2.0 LOADING DATE: Feb 2012 Version: 10.2d indicated by circles �o� 3. fabri be lished � r �/ CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN Fotlinq qnd attion shall occ m using equipment producing snug i lm joints andriully embedded ppla�esp 4. UnlQsgs otherwise noted, compression top chord to be continuously braced by the • G �• Cf Cy yj TRUSS Doi sheathing. rnj �t W 1 LOADING (P.I) SPACiNa 2-D-0 COMPANIES 5. m Is permpn4nt structural restraint shown i to revent buckling of individual truss member ontl is not intended op a bracing lsan for the roof structure or as a plan _ Fj - - TCLL 30.0 ln<r.o.. 1.00 TOOL 15.o LumD.r Incrwae 1.33 for the attachment of the Too to the buil�ing. = CAUTION: I - C N = BCLL 0.0 R.p Sir..e Mel YES BCDL t0.0 code FBC20ID/TP12007 2590N.Kin Kings Highway (i B y Fort Pierce, Fl. 34951 Trus es pan be don erou and a copse daome e o d p rsopol ln'Iaj]r,Jf i I handed installed an�l/or�lrace� �racing sh wngon �111s d�rawip9g Is:N(7I E>9�iJ y (772)464-4160 Fax:(772)318-0015 BRACING. Refer to the Truss Plate Institutte� �TPI) publication tlC51 2008 BUILDING COMPONENT SAFETY INFORMATION. GuiQe TP good practice for hondl ng installingg Qf mettal�plate connectedvL2od tr saes . I I 4�ed t 21g Nortjl 4e Street Suile 31'C, VA �2J14, 1pelephone: 0�f b83 �010 E-mad: m�o®(pmst.org �• v F�- f �v ,Alexandria Read all manufacture s WARNINGS enclosed with drawn "JFE S S P3 ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood eh.otW,.g directly applied. BC 2 X 4 SP No.2 except end verticals. WB 2 % 4 SP Na.3 •E.cepl• EV2 2 X 4 SP Na.2 BOT CHORD Rigid eemq directly applied or 4-9-11 oc OTHERS 2 x 4 SP Na.3 orating. 1 - ply WEBS 1 Row al midpl 5-7 REACTIONS (lb/eite) 7-2541/0-3-8, 2-2286/0-8-0 Me. Harz 2:3t5(LC 5) Mo. Uplilt 7�-1176(LC 4). 2w-1019(LC 5) FORCES (lb) - Maximum CC -Pr e..ion/Ma 1rnum Tension TOP CHORD 1-2w0/60,2-3w-3589/1490.3-13w-3148/1445.I3-14;-3147//1445.4-14w-3147/1445.4-15--3147/1445. 15-16--3147/1445, 5-16�-3147/1445,5-17.-94/47,17-i8w-94/47,18-19�-90/47, 6-19w-94/47, 6-7.-420/286 B0T CHORD B-22w-1026/2235. B2925. - 23- 1026�235923214 24�-10262235. 24-25w-1026/2235, 7-25w-1026/2235 21-22w-1026/2235, WEBS 3-11.-132/720.3-9-361/264,4-9--720/566,5-9--566/1230. 5-8-0/405. 5-7w-2884/1321 6610) QTY: 1 NOTES 1) Wind: ASCE 7-10; 170.ph(3,e. guel)Vasdw132mph; hw201F TCOL-6.Opsf: BCDLw6.Dpef; Category 0; E.p C; enot...d; MWFRS (low -ride); N Lumber DOL-1.33 plate grip DOLw1.33. 21 Provide adequate drainage to prevent water pending. 3 This truss has been designed fora 10.0 pef bollom chord live load nonconeurrenf with any other five loads. 4 Provide mechanical connection (by others) of lruss to bearing plate capable of wilhslanding 1176 Ib uplift at joint 7 and la 19 Ib uplift of joint 2. 5) Honger(a) or other connection device(.) shot] be provided sufficient to support concentrated lood(s) 297 tD down and 287 Ib up at 7-0-0. 150 to down and 141 ID up of 9-0-12, 150 It, down and 141 It, up at 11-0-12. 150 to down and 141 to up at 13-0-12, 150 10 down and 141 Ib up at 15-0-12, 150 lb down and 149 Ih up at 17-0-12, and 150 lb down and 141 Ib up of 19-0-12. and 150 Ib down and 141 Ib up at 20-0-12 on lop chord, and 473 Ib down and 162 ID up at 7-0-0. 85 Ib down and , 17 Ib up at 9-D-12. 85 Ib down and 17 Ib up at 11-0-12. 85 ID down and 17 Ib up at 13-0-12. 85 Ib down and 17 Ib up at 15-0-12. 85 Ib down and 17 Ib up al 17-0-I2. and BS Ib down and 17 Ib up at 19-0-12. and 85 Ib down and 17 tb up of 20-0-12 on bottom chord. The d.sign/se]ecU.n of au.h connection devic.(s) is the responsibi6ly, of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASES) Slandortl 1) Regular: Lumber Inereoaew 1.33. Plot. In...aee-1.00 Uniform Loads (pit) Vert: 1-3w-90, 3-6--90. 2-7-20 ConcentratedV.A: 3wa297(F) 10w-B4(F) llw-473(F) 13w-150(F) 14w-150(F) 15w-150(F) 16w-I50(F) 17w-150(F) 18•-150(F) 19w-150(F) 20--84(F) 21 w-84(F) 22--84(F) 23w-84(F) 24--84(F) 25--84(F) -1-4- 7-0-0 11-8-15 16-4-1 21-1-0 1-4-0 7-0-0 4-8-15 4-7-3 4-8-15 5x8 s 1x4 II 4x8 = 3x4 II 3 13 14 4 15 16 5 17 18 19 6 1 x4 II .5xa = 3x8 = 7-0-0 11-8-15 1 16-4-1 F 21-1-0 7-0-0 4-8-15 4-7-3 4-8-15 f 1 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TOR all\l TRACTOR TYPE: E2G SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\tiy`/ cs oT7l ('�) '/e." U° PLATES GRIP \ be 0.99 E( ll -0.11 9-11 >999 ]ea I. Connector laces are fabricated from 20 gouge ASTM A653/653M Grade A or better ��� // Be a.9x Nx, Il -0.,, 9-11 >9re 24o A52o 246/195 hot -di e� alvanlgd steel _ Tt we o 70 Garr rl a." 7 e9a 40 As1eH 246/195 2. ConneC•tor Igoles are applied to both faces of Iruss of each b int. Where �� V 0 P . • • • �/j caald•1 Mmfui o•+4 c-1+ >999 i4o dimen ionsporg not $h wn. plates are symmetrically placed a out 'pint or as Sr i LOADING DATE: Feb 2012 indica{sad by circles `a . i Version: 10.2d 3. Ilin qnd fabrics ton shall be occ0m fished using equipment producing snug ••G� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN fiittinggjoints and fully embedded Ilatesp (;' 4. Unl@ss otherwise noted.. compression top chord to be continuously braced by the 4 .ti TRUSS Ovl sheathing. 1 LOADING (pd) sPAaNC 2 COMPANIES 5. 1lhe permanignt structural restraint shQwgn i� tofprevent buckling of individual truss W : `� 4J - TCLL al..l.erra.. 1.00 member 0n is not intended a 0 bracing pp On or the roof structure or O5 a plan ( - TCDL 15.0 L.mb4r Iner.9>. 1.3J for the attachment of the roofs to the building. _ I-- C - ecu o.o R.p sb.a.Incr Ho BcoL 10.o toes rlx2olo/r"xoo7 2590 N. Kings Highway Trus es pan be don erou and CAUTION: codma e o d p rsopol (n r f i 11 I N Fort Pierce, Fl. 34951 hond�ed installed and/or�lrace� racing sh wngon his draw p9g is J(�1' Eltmtl �� y (772)4G4 4160 Fax:(772)318-OOIS BRACING. Refer to the Truss Plate Institute ?TPQ publication HCSI 2008 BUILDING (� COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing 4f mettal I to connected odd t[U ses .TPI I aqc�eedd tt.. 22I North l e gtree( Suite 312P �Iexandria VA � g314 ]elsePhone: (TO3f bB3 %8 E 1: in tpinst.org j 4j Read off manufactures WARNINGS enclosed with drawin acka e. i ��I1I11II101, ARCE ENGINEERING STANDARD PACIFIC 6510 Qom : 2 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) wind: ASCE 7-10: 170mph(3sec gusl)4asdw 132mph; hw20ft: TCDLw6.Ops1; BCDLw6.Ops1; Category Il; E.p C; enclosed: .s. an (low -rice) BC 2 x 4 SP No.2 5-0-0 oc pur6ns. and C-C Interior(l) zone; Lumber DOL-1.33 plate grip DOL-1.33. This Ira+s is designed for C-C for members and farces. and OTHERS 2 x 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oe for MWFRS for reactions specified. 1 _Ply bracing. 2)) This truss has been designed for o 10.0 psi bottom chord live load nonconcurrent with any other live loads. REACTIONS (m/size) 3w1BO/Mechanical. 2w430/0-8-0, 4w46/Mechanical 3) Provide mechonicol connection (by others) of trws to bearing plate capable of withstanding 134111 Uplift at joint 3 and Mos Harz 2w243(LC 6) 193 Ib uplift at joint 2. Maz Uplift 3w-134(LC 6). 2w-193(LC 6) M. Grov 3w1BD(LC 1). 2w430(LC 1). 4w92(LC 2) LOAD CASE(S) Standard FORCES (lb) - Mazimam Compression/Mozimum Tension TOP CHORD 1-2-0/60. 2-3w-130/74 SOT CHORD 2-4w0/0 -1-4-0 5-0-0 1-4-0 5-0-0 5-0-0 5-0-0 FURNISH A COPY OF THIS TRUSS DESIGN TO E" t'CbNTRACTOR TYPE: J5 PLATE: SIMPSON STRONG TIE SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: better \�\�L r /// csto:iin 3 -ooi(li':Vdieiu =:$ PLATES GRIP I. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or hot -di etl alvanized steel. p a 'oinll. �� T L' P f4 / / / we 0.00 (14.4.) A520 246/195 x. r((ffLL)) -om 3 �4. eia AS10H 246/195 Mn4(LL) D.00 2 ' 7.0 2. ConneLlor fates are applied to both faces of truss at each "ere Qimensionspare not ,Shpwn, plates are symmetrically placed a�loul joint or as ndicatedb cr.1 Stoll. , , , . • • • ` (-� i J� i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007(MATRIX)Version: 3. CC ttin gnd�yfabrl aton shall bbe accomnfished using equipment producing snug G,� % SOUTHERN T�InggjomtsandcfuFly mbedded tales. �' •:(f' �J b� �_ 10.2d TRUSS 4. Unleess otherwise note compression lop chord to be continuously braced by the ooi sheathm . Mite t structural restraint shgwgn i5 lotprevent buckling or individual truss rnJ a = >I1 : M �J LOADING (v+0 TCLL 30.0 SPACMG 2-0-0 Pla1.. inar.a+• 1.00 COMPANIES 5' permanS member an is no Intended a a bracing plan or the roof structure or as a plan for the the roo�to the bulltli�na - ) ^ ( C TCDL 13.0 BCLL 0.0 Lumber Incrw+• 1.33 Rep Slr•as YES attachment of CAUTIONS 'mar V BCDL 10.0 Code FBC2010/TP12007 BCC 2590 N. Kings Highway Fort Pierce, FI. 34951 Trus es ca a don erou and ag copse damn a a(14 p¢rsopal (n f q I handed msgolled anVl ortraced t7rocmg sh wngon This orowipgg Is.(�1' �KC( �IU y Truss Plate Institute ?TPI) SCSI 2008 BUILDING (772)464-4160 Fax:(772)318-0015 BRACING. Rgler to the publication COMPONENT SAFETY INFORMATION. Guide (o good practice for handling installing QQI mettal I to connected w2od t ses ,TPI I 4�ed �• p1g Nortjl l e street �lexandna %9 E-mail: \ (� Q- F tip 3 Suite 3I , VA ?2314. e ephone: (TO3f bB3 melo@tpinst.org Read all manufactures WARNINGS enclosed with drawing package. �V //. F S 5 �y!l111111111�' ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING ETOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(3sec qust)Vasd•132mph; h.20f1; TCbL•6.Opsl; BCDL.6.Ops1: Category Exp C: enclosed: MWFRS (low-rise): TC 2 X 4 SP No.2 BC 2 X 4 SP N9.2 SOT CHORD Sr,?; I oc purlins. Riid ceiling direally applied or 9-1-14 oc Lumber DOL•1.33 plate grip DOL•1.33. 2) This truss has Dean dasigne0 for ri 1a.0 psi bottom chord live load nonconcurrent with any other live loads. wB 2 X 4 SP No.3 bracing. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 ID uplift of joint 4, 371 OTHERS 2 X 4 SP No.3 1 iz.) 4.237/Mechanical, 2•766/0-11-5, 5.409/Mechanical lb uplift al joint 2 and 153 lb uplitl al joint 5. 4) Hong.r(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 25 Ib up al 4-4-0, 901b down 109 ID up al 7-1-I5 on lop chord, and 22 REACTIONS (ID/six.) Max 2.309(LC 5) Max Uplift 4.-172(LC 5), 2•-J71(LC 5), 5•-153(LC 5) 25 lbup al 4-4-0, and 90. down and 109 Ib up at 7-1-15. and and It, up of 156-1. 22 lb up at 1-6-1. 12 lb down at 4-4-0. 12 lb down al 4-4-0, and 52 lb down at 7-1-15, and 52 Ib down The design/selection connection devices) is the respons;bilily of others. at 7-1-15 on bottom Chord. :?such 5) In the LOAD CASE(S) section• loads applied to the face of the Truss are noted as front (F) or bock (B). FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/62. 2-9.-919/259. 3-9•-779/247. 3-10.-139/20. 4-10.-77/74 LOAD CASE(6) Standard BOTCHORD 2-11.-372/768.11-12•-372/768,7-12•-372/768.7-13•-372/768. 6-13.-372/768. 5-6.0/0 1) Regular: Lumber Increase•1.33, Plate Increose.1.00 , WEBS 3-7.0/322, 3-6.-853/41J Uniform Loode (pit) Vert: 1-4.-90, 2-5•-20 Concenlroted Loads (lb) Vert: 9.42(Fw21, B•21) 10.-I80(F.-90. B•-90) 11.22(F.11. B.11) 12.-12(F.-6, B•-6) 13.-52(F.-26, 8•-26) -1-10-10 5-0-8 9-9-5 1-10-10 5-0-8 4-8-12 5-0-8 9-9-5 5-0-8 4-8-12 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS I SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Conneptor plates are fabricated from 20 gauge ASTM A653/653M Grade A or better hot -di pea gqalvanized steel. 2. ConneLPfor plates are applied to both faces of truss at each 'Dint. Where dimensions orp not h wn, plates are symmetrically placed o� out joint or as SOUTHERN indicated by circles �a 3. C�rtting, and fabrication shall bbe aDcc,7m�lished using equipment producing snug fI mpa )ants and fu ly mbedded la e . to be braced by the TRUSS 4. Unl85s otherwise note compres ion top chord continuously LLc�ol sheathing. s. lile permonel structural restraint shgwn i to revent buckling of individual truss brocing for the roof structure or as a pion COMPANIES member and is not intended of o plsan for the attachment of the roo to the building. CAUTION: 2590N.Kin Kings Highway B Y,h Y Fort Pierce, Fl. 34951 Trus es po a don erou and o copse =a e o d li rsorial In f i I handed msiogled anV/or�brace� �racng sh wngon this �rowiTgg ist�t' E�I� y Refer to the Truss Plate Institute �Vl) BCSI 2008 BUILDING 772 464-41G0 Fex: 772 318-0015 ( ) t ) BRACING. publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling instolling A � [L ---SIGN TO �IT CONTRACTOR TYPE: CJ7 I/ c,ti Drf4 b (lox) Vd.n L/d PLATES GRIP \\\ L /I 7e N, vwl{LLI -o.w 5-7 >999 Sao \\ y f�' Ppp...,,, / BC 0.67 YVI 1L -0.12 5-7 >901 No A520 216/1:5 \\ P 1 S: // .8 ii.o..2 Nors(TLI 0.01 0.04 5 /o /' -1 am 246/195 ' \ DATE: Feb 2012 LOADING Version: 10.2d G - CRITERIA: ANSI TPI 1-2007 MATRIX �+. '�• rb WAii LOADING (D.1) SPACING 2-0-0 1. I : "•7 (' CLL 30.0 Plot.. In.,.... 1.00 ' % 15.0 Lumber Iner.ae. 1.33 scot. 10.0 codSir... Ina iBCi010/TP12D0 t4 �/lllllllll\\\� ARCE ENGINEERING ' STANDARD PACIFIC 6610 QTY: 9 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gust)Voad�132mph; hw201t: TCDL�6.Opsl; BCDLw6.Opst: Category II; a C; nclosd; eees. an (low-rise) Be 2 X 4 SP No.2 6-0-0 cc purilns. and C-C Interior(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members ontl tortes, and We 2 X 4 SP N0.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 ae for MWFRS for reoelions speeilied. OTHERS 2 X 4.SP No.3 broctng. 2jj This truss has been designed fora 10.0 pst bottom chord lire Toad nonconcurrenl with any other live loads. I - ply 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplill at join) 4, 199 REAC71ONS (Ib/sile) 4w240 Mechanical. 2-532/0-6-0. 5w104/Mechanical Ib uplill al joint 2 and 5lb uplift at joint 5. Max Harz 2-312(LC 6) Mow Upiill 4.-166(LC 6), 2--199(LC 6), 5w-5(LC 6) LOAD CASE(S) Standard Max Grav 4.240(LC 1), 2.532(LC 1). 5w125(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/60. 2-3--277/11, 3-4.-142/98 BOT CHORD 2-6-0/0, 5-6-0/0 WEBS 3-6--161/241 -1-4-0 7-0-0 1-4-0 7-0-0 4 7-0-0 7-0-0 TYPE: J7 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO T NTRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better \\ 7 /�/ ` //// Tc Be o:ae pert >> , (zee) i/an v:rilnl -.3 5-a 1212 lye i o PLATES GRIP AS2o 246/195 ' 1. Connector laces qre fabricated from 20 gauge ASTM A653/653M or p hat-dl alvwlzed sleet, ' \��\\ P I r� / / eE 0 . (aa+d•) Nan TL 0.04 4 n/o Mn4 a o.22 s-6 »eo I ; /a 240 1Ls1eN 246/195 �l Iga1 , ore applied to both faces of truss al each in . Vlhere or z. dimes or p PP dimensions arP not h wn, plates are symmetrlcolly placed o�ou pint or os indicated b circles �04 ♦ "' 1^ 3jC i LOADING DATE: Feb 2012 10.2d CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN 3. tl'mg gn�lclr'ca�lon shall �e occImspiished using equipment producing snug (iYtI s on fu y embed Ed plo e . •'G�' % .� •; (,' Fj 1� TRUSS join 4. Unlg@ss otherwise noted, compression top chord to be continuously braced by the oor sheathing. a ` rOGJ 1 LOADING 2-0-0 Slot.. COMPANIES 5. ME! perman nt structural restraint shgwn i$$ to revent buckling of individual truss = ME!an� Is no intended o a bracing ppion for the roof structure or as a plan _ [� : Fj � { � — }-- t — I TCLL J0.0 I Ralsxinerea>e 1.00 3.0 1c0L +s.o Lumbs +nu.es. 1.33 ecu o.o Rep slrexx TES for the attachment of the root to the bulltlIng. _ agcoopseOdama — (!] ' BCCImr BCDL 10.0 Cone fBC2010/TPIzo07 2590 N. Kings Highway Fort Pierce, FL 34951 Trusses con be don erou and e a d p8rsopal (n ry f iL�A1 4 I handfed •nstalled anV/or�braee� tlracing sh wngon this arawV+y Sl 200 EHtI: V y Truss Plate Institute �TPI) FiCSI 2008 BUILDING (772)4G4 41G0 Fax:(772)318-0015 BRACING. Refer to the publication COMPONENT SAFETY INFORMATION, Guide to good practice for hondlin installing al I to connected odd t[u ses . PI I f�eedd tt•• ZZ1g North �e g1 eet .41 !tL ,• �- V O of me Swte S12P �lexandno VA Z1g314 le�ephone: (i�O3�oB3 �010 E-mad: meio®�pmsLorg �j F Read all manufacture s WARNINGS enclosed with drawingacko e. / . ;Z (Z ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced root live loads have been considered for this design. - BC 2 X 4 SP No.2 4-2-6 a. pu,r—, except end ver6col.. 2 Wind: ASCE 7-10; 170mph(3.ec gusl)Vosd-132mph; h-2011. TCDL�6.Ops1; BLDL-6.0p.f: Category It; Exp C; encto..d: MWFRS (lo.—rise) WB 2 % 4 SP Na.3 •Except• EV1 2 X 4 SP No.2. EV2 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly appaad or 7-4-3 cc and C—C Inleriar(1) zone: Lumber DOLw 1.33 plate grip DOL-1.33. This trues is designed for C—C for members and forces, and 1 —Ply bracing. for A.NFRS for reactions specified. REACTIONS (lb/size) 7-1260/0-7-4, 11-1260/0-7-4 31 Provide adeguole tlra;noge to prevent water ponding. Max Harz 11 w265(LC 5) 4 This true. has been designed for a 10.0 psi bottom chord live food nonccncurnmi with any other live loads. Mo. uplift 7.-293(LC 7). 11w-293(LC 6) 5 NI plates are AS20 plates unless othemise indicated. 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 7 and FORCES (Ib) — Ma•;mum Compression/Maximum Tension 293 P. uplift at joint 11. TOP CHORD 1-2.-39B/9J.2-3w-140B/673,3-4.-1130/668,4-5w-1408/673,5-6�—J9B/93. 1-11.-319/137, 6-7w-319/I37 BOi CHORD 10-11w-487 1200.9-10w-323/1130,8-9w-323/I130. 7—Bw-487/1200 LOAD CASE(S) Standard WEBS 2-10.-224/264.3-10--29/263,4-8--29/263.5-8--225/264.2-11.-1279/649. 5-7w-1279/649 4-2-0 8-11-4 14-3-4 19-0-8 4-2-0 4-9-4 5-4-0 4-9-4 5x8 AS18H = 5x8 AS18H = 3 4 :a-c-L 4-2-0 11 10 9 8 7 3x5 = 3x4 = 3x4 = 3x4 = 3x5 = 8-11-4 14-3-4 23-2-8 8-11-4 5-4-0 8-11-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER C "QDNTRACTOR ( TYPE: H1 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \�\t /�/// C' a,,,LLL-a.irla-111�>999 so PLATES GRIP t. Connector ptales ore fabricated from 20 gauge ASTM A653/653M Grade A or better \\ / sc o.7s vet{n3-0.441a-„ Isle 246 AS20 245/193 hot -di etl olvonized st el. T � / vre 0.ee I�r n 0.0s r /a /. 2. Connector plgates are Opp to bath laces of truss at each joint.Where \1 P .... // rr slut D.s4,o-1, Ie2a 240 "s'w' 246/'vs dimensions arg not h wn, plates are symmetrically placed about joint or as �j indicated b circles �0 cir LOADING DATE: Feb 2012 SOUTHERN 3. ��ltling,gnFfabricfaflon shall be acc,7mSplished using equipment producing snug �! •'(i CRITERIA: ANSI TPI 1-2007 MATRIX ' Version: 10.2d i ling )otn s and u ly embedded pla e . �• ; C, �43 4. Unll s$ otherwise noted, compression lop chord to be continuously braced by the TRUSS sheathing. 4 ` 7 >U LOADMG (pn SPACING 2-0-0 5. the ppermanQnl structural restraint shgwn i (o revenl buckling o1 individual truss rcLL 30.o Plot.. Nereo.e 1.00 COMPANIES men5ber ontl is no( intended 0 a bracing p)Gon for the root structure or as o pion � rcoL 15.o Lumber InCYeae. 1.33 for the attachment of the roo� to the building. = ) ^ C BCLL 0.o R., sb... M" YES CAUTION: ! BCDL ,0.0 code FBC201D/TP12007 2590 N. Kings Highway Trus eii pa a donclerou and o copse Bdoma e o d persopal jn'7D(y]�Jf it�pf Q I N v Fort Pierce, Ff. 34951 hon etl installed anal/orsbrace . gracmg sh wn on �lls drowip' is.IV1Jl EHCf f1 y (772)464-4160 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute ow publication yCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Gui4e to good practice for handlin installingg \ Qf )net 1 I to connected w od t[usees .TPI I t d p1g Nortjl �e Street i •' SUlIS 3�7, �lexandno VA �20314. telephone: (0✓ 3-o1�10 E-mad: in70 risl.0rg F\- Read all manufactures WARNINGS enclosed with drawingacka e. ///lllllll����• ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES IC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 jj Unbalanced roof live loads have been considered for this design. SC 2 X 4 SP No.2 2-7-10 oc puriins, except end verticals. 2) Wind: ASCE 7-10: 170mph(J.ec gust)Vasdw132mph; hw20fk TCDLw6.Op3f; BCDLw6.0paf: Category If: Exp C; enclosed; MWFRS WB 2 X 4 SP Na.3 BOT CHORD Rigid curling directly applied or 3-3-0 oc Lumber DOLw1.33 plate grip DOLw1.33. 1 - Ply bracing. 3 Provide adequole drainage to prevent water pending. WEBS I Row at midpt 2-13. 6-B 4 This truss has bean designed for o 10.0 pat bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 8-2589/0-7-4, 13-2588/0-7-4 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1420 Ib uplift at joint 8 and Mae Harz 13-205(LC 4) 1416 It,uplift at joint 13. Max Uplift 8--1420(LC 6). 13w-1416(LC 5) 6) Hanger(a) or other connection cf-1(3) shelf be provided sufficient to support concentrated loed(a) 423 It, down and 163 Ib up of 6-11-4, 197 Ib down of 9-0-0. 1971b down of 11-0-0. 197 Ib tlown al 12-2-B, and 197 Ib down al 14-2-8, and FORCES (Ib) -Maximum Compression/Maximum Tension 423 la down and 163 lb up at 16-3-4 on lop chord, and 475 lb down and 352 ID up of 6-11-4, 96 ro down and 240 10 up at TOP CHORD 1-2w-373/120. 2-3w-3302/2106. 3-14. 3013/1899, 14-15�-3012/7699. 4-15--3011/1899, 4-16w-3013/1907. 9-0-0. 96 lb down and 240 lb up at 11-0-0. 96 11, down and 240 It, up at 12-2-6. and 961b down and 240 lb up at 14-2-8. 16-17w-3014/1907. 5-17--3015/1907. 5-6--3504/2115, 6-7.-374/116. 1-13-331/139. 7-8--331/136 end 475 lb down and 552 lb up at 16-2-8 on bottom chord. The design/selection of such connection device(a) is the SOT CHORD 12-13w-1579� 2491, 12-18w-2176/3541, 11-18w-2176/3541. 10-I1w-2176/3541, 10-19--2176/3541. 19-20w-2176/3541, responsibility of others. 9-20--2176/3541. 8-9.-1410/2492 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WEBS 2-12--564/756.3-12w-761/836,4-12--871/642.4-10w-679/428.4-9w-869/629, 5-9w-765/837. 5-9.-568/757. 2-13w-3131/1904, 6-8w-3133/1917 LOAD CASE(S) Standard 1) Regular: Lumber Inereose.1.33. Plate Inc .... a-1.00 Uniform Loads (pll) Vert: 1-3-90. 3-5--90. 5-7-90, 8-13--20 ConcentratedVert: 3-a363(B) 5--363(8) 11w-48(B) 12--475(8) 9w-475(8) 14--197(8) I5.-197(8) 16•-197(8) 17w-197(B) 18--48(B) 19-48(8) 20--48(8) 0A 3-3-11 6-11-4 11-7-4 16-3-4 19-10-13 23-2-8 3-3-11 3-7-9 4-8-0 4-8-0 3-7-9 3-3-11 4x6 - 3x8 4x6 = 5x5 3x8 • = 4x5 = 3x8 5x5 = lx4 II 1 6-11-4 11-7-4 1 16-3-4 1 23-2-8 6-11-4 4-8-0 4-8-0 6-11-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO L-R''CONTRACTOR TYPE: H2G SEALING OF TRUSS DESIGN BASED UPON THESE CRITERIA: A653 Grade A better / ec °o.ei v!,, 0.21('9'10'/4i999 N40 PLATES GRIP 1. Connector Plates re fabricated from 20gouge ASTM 653M or hot-diG peO o)vanlzed steel 'oint. \\�1 // � � rR / wB o 7s rbrt(n) o.IJ a aka Na A520 246/195 ASIGH 246/195 2. ConneC,I or plgales are oppliea to both faces of truss at each Where dimensions orp not hppwn, plates are symmetrically placed about Joint or as indicated by circles j�o/. ,.. • • // / a+C + lhtri.)' KM(lU o.23 9-fo >999 240 LOADING DATE: Feb 2012 SOUTHERN 3. � tl'm , qnd fabr a(Ion shall be accoom fished usin a ui ment roducin snu IIYtmggjointson�cfullyembeddedulatebp g g P P g 9 G� '• W �• C: Version: 10.2d CRITERIA: ANSI TPI1-2007 MATRIX TRUSS 4. UnlQss otherwise noted, compression top chord to be continuously braced by the Coo) sheathip, _ > - LOADING (p.q SPACING 2-0-0 COMPANIES 5. the permanerigt structural restraint shgwn it tofprevent buckling of individual truss member and is not intended of a bracing p on or the roof structure or as a plan Tor �/ : 4j � - ( - TCLL 30.0 Plot..laereoae I.00 TCDL 1s.a Lumber increase 1.33 the attachment of the roo to the building. - agcapse�do 'nIu�y I-' < - U7 DCLL 0.0 Rap Stress lncr No BCOL 10.0 Coda FBC20Io/TP12D07 2590 N. Kings Hl LVBOutland( 8 Bh Y Fart Pierce, FI.34951 irus es a be don no e an persopal f iCr]At 4 I hond�ed installed anorce� tlractng sh wngon opdrawp9 is"Nk71' Et<tC�IU y R fer to the Truss Plate Institute �TPI) 13CSI 2008 BUILDING V (772)464-4160Fax:(772)318-0015 BRACING. publication QCQOMPO((QNyENp1g SAFETY INFORMATION. Guif�e to good practice for handling installing 218 North 4eP(Street �ZgSg4l�e lA�e%0 �L•,•• \ } driucVA ee anePl OJ b8�c�t. SUItee3llL, p (i� 93 UIO E-mail: In o(4lpinst.org Read all manufacture s WARNINGS enclosed with drawing package. / / //,. E S S rr/'1111110, 0 ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 2 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wird: ASCE 7-10; 170mph(33ec gusl)Vosdw 132mph; h�2011: TCDL�6.Ops1; BCDL�6.Ops1; Category I1; Exp C: ..closed: MNFRS (low—rise) BC 2 X 4 SP No.2 4—I1-4 oc purlins• except and verucols. and C—C Interior(l) zone; Lumber DOLw1.33 plate grip DOLw1.33. We truss is designed far C—C for members and forces. and WB 2 X 4 SP No.2 BOT CHORD Rigid co7ng directly applied or 10-0-0 oc for MWFRS for reactions specified. 1 — ply bracing. T)) This I—, has been designed taro 10.0 psf bottom chord live load nonconcurrenl with any other live loads. REACTIONS (ID/size) 4�T60/0-8-0. 2�796/Mechanical, 3w64/Mechaniaol 3] Provide mechanical connection (by others) or truss to bearing plate capable of wilhslanding 161 Ib up6fl at joint 2 and Max Harz 4w164(LC 6) 11 ID uplift at joint 3. Max Grpavl 4-260(LC 1).)2w196(LCL 1). 3-94(LC 2) LOAD CASE(S) Standard FORCES (lb) — Maximum Compression/Maximum Tension TOP CHORD 1-4w-23D/97. 1-2w-141/77 BOT CHORD 3-4-0/0 E 2.5x5 II 4-11-4 4-11-4 4-11-4 4-11-4 JCI�ICN TYPE: J5B PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO TRACTOR SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: ASTM A653/653M Grade A or better t T [ /// csI eo o:si orn • Daxt 1 0 vniln3 -°o.00 i-i >i o t/d i:o PLATES GRIP Aszo I. Connector fates are fabricated from 20 gauge hot-dlppe� olvonized steel. uu \\\� \ \ ,1 P T R // 0 we o.00 (uaa.) w'JTL� -0.1. z rVo wnd LL o.oP 3-. >666 /a iro 246/193 A9181 246/195 2. Connector pRltes are applied to both faces of truss at each t'oin``. Where dimensions org not h wn, plates are symmetrically placed obout joint or as V • ... • JiL i LOADING DATE: Feb 2012 SOU TH E R N indicated by circlesof 3. C ttin qnd fobrl o ton shall he acc0m fished using equipment producing snug Ij`injoints andctu�ly mbedded platesp `j r i k/:.'4\a" W ,/• . C, ' y1 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4. Unl sus otherwise notetl, compression lop chord to be. continuously braced by the ooP( sheathing. _ 5. �t,If permon nt structural restraint shown i to revent buckling of individual truss _ �G� ` ,.' 4 uI a �J — LOADING lost)30.0 SPACING z-0-o TCLL So.o Piei.e D er.a.. 1.00 lncr.oe. 1.33 COMPANIES member anrf is not intended a a bracln )son for the roof structure or 0s a plan for the attachment of the roofs t0r�the b�l&Ing. _ — )- t 7coL 1a.o Lamer BOLL o.0 Rep stress 1- YES CAUTION: _ U7 BCOL 10.0 code FSC20f0/TP12007 2590 N. Kings Highway Trus a pa be don erou and ap copse dams e a d p rsopal In f it�Ar I �trace� Inls dProwlpg Is(�1' EHCL�I� y Fort Pierce, FL 34951 (772)464-4160 Fax:(772)318-0015 hand�e� ms�alled anW/or tlrocmg sh wngon BRACING. R,gfer to the Truss Plate Institute TPI) publication CSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlin Inst011' q late connected w2 d tr sses I a 1g Norlj �e gtreet Q ,•'� \ iY L� Qf metal .TPI Juite J1[, Alexandria VA �2Jo14. 1pelephone: (703 683-a1010. E-mad: mPlo®lpmst.org � F. � 1 Read all manufactures WARNINGS enclosed with drawin ricks e. 1 r//Illfit l► %% ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 4 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10 170mph(33ec gusl)Vasdw132mph; h-2011: TCOLw6.Opsf: BCDLw6.Ops1; Category II; Exp C: enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 '2-11-4 oc purlins, except end verticals, and C-C Intertor(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and W8 2 X 4 SP No.3 BOT CHORD Rigid coiling directly applied or 10-0-0 oc for MWFRS for nacliom specified. OTHERS 2 X 4 SP No.3 bracing. 2 This truss has been designed for o 10.0 psi bottom chord live load nonconcumenl with any other We loads. 1 - Ply 3 Provide mechanical connection (by others) of truss to bearing plate capable of withslanc6nq 120 lb uplift at joint 5. 87 REACTIONS (lb/size) 5-328/0-7-4. 3w88/Mechanical, 4w22/Mechanical It, uplift at joint 3 and 16 Ili uplift at joint 4. Max Harz 5w179(LC 6) Max Uplift 5:-120(LC 6). 3w-87(LC 6), 4--IS(LC 6) LOAD CASE(S) Standard Max Crav 5 328(LC 1). 3w8B(LC 1). 4w50(LC 2 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-5--296/259, 1-2-0/70. 2-3--79/32 BOT CHORD 4-5-0/0 -1-4-12 2-11-4 1-4-12 2-11-4 W II 2-11-4 2-11-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO R aNTRACTOR TYPE: J3H SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ L / al DUL («) Vd.e 'do PLATES GRIP i. Connector plates are fabricated from 20 gouge ASTM A653/653M Grade A or better ���\ C //// Tc $:� vRifn; o:o i=> >999 i:o Aszo 246/195 hot -dipped VValvanized sigel. \ `� {� IQ we o.DO her. —0.03 3 /e /o AS I. 246/195 2. Connector pi tes are applied to both faces of truss at each joint. Where i' �j (M.w wee(LL) 0.01 4-s >999 240 dimensions orp not h wn, plates are symmetrically placed about joint or as IICnpdicated b��cr �1Iles op bb �� •' \Gib^ LOADING DATE: Feb 2012 SOUTHERN 3. f�'ltmigJoRFsfanacf-ulanmbedded late?ltshedusingequipmentproducingsnug r •'G^L Version: 10.2d I n p y¢ p �. • C- CRITERIA: ANSI TPI 1-2007 MATRIX 4. Un ss otherwise notes, compression lop chord to be continuously braced by the r� TRUSS W sheathing. Q- : { 7 LOADING (pit) SPACING 2-0-0 5. m e perman nt structural restraint shown i to revent buckling of individual truss = ►� 4j � - TcLL 30.0 plot.. I....... 1.00 COMPANIES foensber one is not intended of a bracing plan for the roof structure or as a plan ( - TcoL 1s.o Lumber Increase 1.33 for the attachment of the roo to the building._ I-- : C BOLL 0.0 Rep sir... In.r YES Kings2590N.HighwayCAUTION(fJ / _ BCDL 10.0 Code FBC2010/TP12007 co a ego ergo and o copse dams e a so of in f i Q I C/ Fort Pierce, 3951hundlesd installed soft/2rliracee �racmg sh wngon rhdsprlraw�l9 is(11' E�V y (772)464-4160 Fax:(772)318-0015 BRACING. Rgter to the Truss Plate Institute TPI) publication dCSI 2008 BUILDING \ COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing � � f me al I to connected wood lr sses .TPI I 1g North to Street v gwte 31z, alexandrio VA ?20514. 1pelephone: (O9f �683 �010 E-mall: mfo®lpms(.org F\- Read all manufacture s WARNINGS enclosed with drowino oackocie. /�/llllllll,\� i ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 4 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gu3t)Vosd-132mph; h-20ft: TCDL-6.0psl; BCDL-6.0psf; Category 0; Ewp C; enclosed; MWFRS (low-rise) BC 2 x 4 SP No.2 0-11-4 oc purlins, except end verlicols. and C-C Inleriar(1) zone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and we 2 x 4 SP No.3 BOT CHORD 'Rigid celing directly applied or 10-0-0 oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 1 - Ply 3 Provide mechanical connection (by others) of truss to boorIng plate capable of withstanding 139 lb uplift at joint 5, 51 REACTIONS (Its/size) 5:319/0-7-4. 4.-16/Mechanical, 3w-75/161echonical Ib uplift of joint 4 and 78 lb uplift of joint 3. Max Harz 511 l(LC 6) Ma Now Gravl 5:319(LCCI ).)4.7(LC 12)C3w)36(LC 6)(LC 1) LOAD CASE(S) Standard lil FORCES (ID) - Maximum Compression/Maximum Tension TOP CHORD 2-5.-287/309, 1-2-0/70, 2-3w-75/31 SOT CHORD 4-5-0/0 —1-4-12 0-11-4 1-4-12 0-11-4 I PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS I SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA; I. Connector elutes are fabricated from 20 gauge ASTM A653/653M Grade A or better hot —di ped alvGnized slgel. 2. ConineL�lor pules are applied to both faces of Truss at each 'oin`.Where dimensions ore not h wn, plates are symmetrically placed a�loui joint or os indicated b circles �0� SOUTHERN 3. ( tong gn fabrics ion shall be accpmnlished using equipment producing snug E%ng join s and III ly embedded DlateS. TRUSS a. Unl ss otherwise note , compresssion lop chord to be continuously braced by the T1 shealhin . the i to buckling individual truss COMPANIES 5. permanCr�t structural restraint shgwn revenl of member and is not intended op a bracing Glsan for the roof structure or as a plan for to the bull 2590 N. Kings Hi Lwa 6 81 y Fort Pierce, Fl. 34951 the attachment of the roo tliny CAUTION: Trus es ca lie don erou and a cause dGmage atld p rsopal In' Y f ii�pr 4 ly handed ins�alled an�l/or �broce� �racmg I, wn on Ines d�rowipg is�Ul' Ef fllU �TPI) 772 64-4160 Fax: 772 3I8-0015 ( )4 ( ) BRACING. Refer to the Truss Plate Institute publication f3C51 2008 BUILDING rnuonucNT CAFFTY ,NFnPLAA nnN r.,.idwanr,d ara,•t,,e r.,r HnaHlina ,.,.r„a;n„ 3 1.5x4 II 0-11-4 0-11-4 csI / To 0. G51= I �� LOADING = CRITERIA: Al Q. ( r�� lit LOADING (p.G W J TCLL 30.0 DCLL 0.0 BCDL 10,0 C(/ E S S TYPE: J1 H DEFL (roe) I/d.n L/d PLATES GRIP vwl((0.) 0.00 S 999 3eo Y.rl(1L) 0.00 5 >999 240 AS20 246/195 Ner.(TIL -a01 5 /9 e/e ASISH 246/195 wndiiLL) 0.00 6 >999 2.0 DATE: Feb 2012 rot ,_onm uATory Version: 10.2d SPACING 2-0- plot.. I.-.... 1.00 Lumber Iner.m. 1 33 lisp Sir— Iner YES Code FBC2010/TPI2007 y"IT �7��1llllll���� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10: 170mph(3sec gusl)Vo,tl•132mph; h.201t: TCOL.6.Ops1; BCDL•6.Ops1; Category 0; Exp C: ancl0setl; MWFRS (low-rise); TC 2 % 4 SP No.2 BC 2 X 4 SP No.2 3-9-12 oc puffins, except end verticals. Lumber DOL.1.33 plate grip DOL•1.33. 2)) This !rasa has Deen designed for o 10.0 psf bollam chord live load nonconcurrenl with any other live loads. WB 2 X 4 SP No.J BOT CHORD Rigid ceiling directly applied or 6-0-0 oe bracing. 3) Provide mechanic0i connxlian (by others) of truss to bearing plate capable or withstanding 483 Ib uplift of joint 9, 193 OTHERS 2 % 4 SP No.3 1 - OTHERS Ply 4) He or other eonnecttan device(,) eha0 be provided sufficient to support concentrated lbn and 61 Ib 10 uplill al joint 4 and 300 Ib uplill al joint SiREACTIONS (lb/sits) 9.809/0-10-4, 4.256/Mechanical, 5.447/Mechanical . 92l) dow3 andown pal 4-2-15, 31b down and 61 Ib up at 4-2-15. 106111 down and 135 Ib up of 7-0-14, 921b down and 12B ID up at Max Hors 9.J15(LC 5) Mow Uplift 9•-483(LC 5). 4.-19J(LC 5). 5•-J00(LC 5) 7-0-14, and 32 Ib down al 1-4-15. and 32 Ib down of 1-4-15 on lop chord, and 101b down and 28 lb up at 4-2-15. 101b and 20 ID up of 4-2-15, 54 Ib down and 23 t0 up al 7-0-14. 50 Is down and 23 lb up at 7-0-14. and 64 Ib up at .dorm 1-4-15. and 64 Ib up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility FORCES (@) - Mox'unum Compression/Maximum Tension TOP CHORD 2-9•-966/520,1-2.0/73,2-11.-671/321,11-12•-570/J45,3-12•-527/304, 3-13•-142/30, 4-1J•-85/81 of others. 9) In the LOAD CASE(5) section, load, applied to the lace or the truss are noted as Iron! (F) or back (B). BOT CHORD 9-14.-IB5/23. 8-14.-185/23. 8-15•-468/545, 7-15w-468/545, 7-16.-468/545, 6-16.-468/545, 5-6.0/0 WEBS 3-7.0/204. 3-6.-659/565, 2-B.-353/650 LOAD GSE(5) Slantlord 1) Regular: Lumber Intreosewl.JJ, Plate Increase•1.00 Uniform Loads (pit) Vert: I-2•-90, 2-4.-90. 5-9•-20 Concenlraled Loads (lb) Vert: 12w3(F.2. B•2) 13.-198(F.-106, B•-92) 15•-5(F.-2. B•-2) i(i.-BO(F.-44. B.-35) -1-11-11 4-10-2 9-8-4 1-11-11 4-10-2 4-10-2 4 1.5x4 11 3x4 = lx4 11 3x4 = 4-10-2 9-8-4 4-10-2 4-10-2 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO �JQ-4,4UN TRACTOR TYPE: CJ7H SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \ 1 / cs OrrL • I-) 1/e.n ".7AS LATES GRIP \ / TC 0.97 Val((tt)) -0.07 6-7 >999 360 I. Connector plates ore fabricated from 20 gauge ASTM A653/653M Grade A or better \\\\ r // Be Nal v.l(n) -0.20 6-7 >574 2.0520 245/195 hot -di eG olvanized steel. f / w0 a39 wr(1L -0.06 4 ya /eISH 265/193 P A \ , P �/ (umri.) 1r fl 0.10 6-7 >999 2.0 2. ConneLPtor plates are applied to both faces of Iruss al each ' in`. Where \ / gimenslons arp not ,shpwn, plates are symmetrically placed o�oul joint or os r J1C LOADING DATE: Feb 2012 indicated by circles lot. / Version: 10.2d 3. C (tin and labr' a ion shall be accom lished using equipment producing snug 4J'.''G t^� V' CRITERIA: AN51 TPI 1-2007 (MATRIX) SOUTHERN f�(`magjomts gndclu�ly bedded Iatesp TRUSS 4. Unles§ otherwise notet�campresgion top chord to be continuously braced by the r Loo shBathin. Q. 0 L1� LOADING IP,O SPACING 2-0-0 COMPANIES 5. the permaner�t structural restraint shgwn i (o revent buckling of individual truss = = T�oi iso Plot.. me::incr.ue,e member antl is not intended o¢ a bracing p)Son for the roof structure or as a plan for the attachment of the raoi to the buildin . I-- ( - BCLL 0.0 9ad sir.>e BC2 No I�gg, _ - BCDL 10.o cox. iBC2010/rP120NO 7.590 N. Kings Highway Trus a ca be don rou and o A UTION: e a d P rsapal in f iLr]pr I Fort Pierce, Fl. 34951 hand�esd an I q ego an /or trace� gracmg sh wngon rhls dPrawgl9g Is (�l' ENtt �1by (772)4G4-0160 Fex:(772)318-00(5 BRACING. Refer to the Truss Plate Institute �TPI) publication 6C51 2008 BUILDING ` COMPONENT SAFETY INFORMATION. Gut a to good practice for handling Installin e ,• ) , /1 4f mettal�plate connected w od t sea . TPII Ftedd tt.. Z18 North feel Street Suite J1'Z, Alexandria VA ?20314:e�epho Vie: (D� 6 3 �01 E-malk m o®lpins(.org // • . F //rllllllltt\� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUM2 BER BRACING NOTES TC % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-to: 170mph(3sec gu3t)Vasd-132mph: h-2011; TCDL-6.Op3l: BCOL-6.Opsl; Category ll: Exp C; enclosed: MWFRS (low-rise) BC 2 % 4 SP No.2 4-11-4 oe purlins, except end verticals. and C-C Interior(1) tone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and X 4 SP No.2 BOT CHORD Rigid eaifng directly, applied or 10-0-0 oe for MWFRS for reactions specilie WB 2 tl, 2) This trues has been designed for o IO.f1 psf bottom chord live load noneoncurtenl with any other rive loads. OTHERS 2 % 4 SP No.3 bracing. I - ply J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 5. 154 REACTIONS (lb/size) 5�421/0-7-4. 3w182/Mechonicol• 4w55/Mechanical lb uplift at joint 3 and 11 lb uplift at joint 4. Max Harz 5.248(LC 6) Max Uplift 5:-129(LC 6). 3w-154(LC 6). 4. 11(LC 6) LOAD CASE(S) Standard Moa Grov 5421(La 1), 3w192(LC 1). 4-90(LC 2 FORCES (Ib) - Maximum Compression/Maximum Tensian TOP CHORD BOP CHORD 2-5-0/02/301. 1-2-0/70. 2-3--135/70 -1-4-12 4-11-4 1-4-12 4-11-4 2.5x6 11 4-11-4 4-11-4 3 ITRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO �RIQ,.44 TYPE: J5H SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \�\fit /� 'r /� crc o.e7 Vw L(ll) -O. in(W)6 V>999 4-5 >eza ieo 24o PLATES GRIP t. Connector lutes are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -di pe�Golvanized steel. pp \\ \ �% P` / • • l X a41 we o.oa (Yolri,) vwi(n) -0.07 N. r((n)) -0.12 3 is wxw(Ll) O.o5 4-5 >697 ale 240 A520 246/195 A51gH 246/193 2. Connector plates are applied to both laces of truss at each I'oin`(. "ere dimensions orp not $hpwn, plates are symmetrically placed about joint or as indicated by circles �\ , . • • • • • / CaC- i � � i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN loll. 3. ��ltling, gnd Iobrlcaflon shall bbe a�cclm6plished using equipment producing snug lling pin s and to ly eQmbedded la e . G� � �' , , C: �J 1� 1 Version: 10.2d TRUSS 4. Unl ss otherwise notetl, compres ion top chord to be continuously braced by the LDo� sheathing. i)S (ofprevent buckling individuol truss = Q rDGJ IiJ to � LOADING (Psi) SPACING 2-0-0 TCLL 3o.a P1oi.. Inar.a.. t.00 COMPANIES 5. the permonjnt structural restraint shgwnn of member an is not intended a a bracin Dpan Or the roof structure Of a5 a plan - ; � '- I " < - TCOL I5.0 Lumbar Incrwse 1,31 ecLL o.o Rap Slraa• roar 7E5 for the attachment of the root to the bullaing. CAUTION: _- N V BCDL f0.0 Coda iBC2010/TP12007 2590 N. Kings Highway Trus5a pa be don a ou and oVmo e G d p rsopal to f 'L�1Rt I �broce� gag ills drowglg �Htt;�l� y •' Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 honale� ms1alled an�/ror sh wngon is�l' BRACING. Rffer to the Truss Plate Institute �TPI) publication OCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide o good practice for handlin installing �eC (/ '• metOl?late connected w od t sses . 1<PI I9 4�ed a Z1g North Straet buite 31'[. Alexondr'io VA Z2o314.elephone: (Os�b83-1010 E-maiL into®Ipmst.org guile / F / Read all manufactures WARNINGS enclosed with drawin ocka e. / '/I/IIIII10 1, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER BRACING NOTES Tc 2 X 4 SP SS TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10: 170mph(3sec gusl)Vasd.132mph; h-2011: TCDL-6.Opsf; BCOLw6.OP31; Category 11; Exp C; enclosed: MWFRS (low-rise) Bc 2 X 4 SP No.2 6-0-0 cc purlins, except and verticals. and C-C Nlerior(1) zone: Lumber DOL-1.33 plate grip DOLw1.33. This truss is designed for C-C for members and forces, and WB 2 X 4 SP Na.3 BOT CHORD Rigid ceiling directly applied or B-6-13 cc for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 bracing. 2 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live lands. 1 - Ply 3 Pror'7e mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint S. 14 REACTIONS (Ib/size) 6-525/0-7-4. 4-287/1,1-honical. 5-68/Mechanical Ib uplift at joint 4 and 228 Ib uplift at joint 5. Man Harz 6�JI8(LC 6) Mo. Uplift 6�-144(LC 6). 4--14(LC 5). 5w-228(LC 6) LOAD CASE(S) Standard Mon Grov 6w525(LC 1). 4-287(LC 1). 5w135(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6--457/260.1-2-0/70. 2-3--161/170. 3-4w-28/129 BOT CHORD 5-6w-425/D , WEBS 3-5--0/558 PLATE: SIMPSON STRONG TIE SEALIN I. Conne hot—d 2. Conne di' i�ndlco SOUTHERN 3. (i%(mg TRUSS ° un@S! 5. COMPANIES memb for th 2590 N. Kings Highway Trus nd�l1 Fort Pierce, Fl. 34951 ho (772)4644160 Fax:(772)318-0015 I BRACI rnu01 —1-4-12 3-5-10 6-11-4 1-4-12 3-5-10 3-5-10 4 1.5x4 11 3x4 = 6-11- 6-11-4 FURNISH A COPY OF THIS TRUSS DESIGN TO nll.C:M+ PCIDNTRACTOR Cst i ated frBm 20 gaugeASED �STM A653/ N THESEDESIGN Grade ARor beter\� t t 1 11 11 f p��/ / c o:s_o �� P T�h' /' Iled to both faces of truss at each I'oinl. Where ti .... �/� (� 1••i o I. plates are symmetrically placed about joint or os _ ^+�i LOADING I be accomnlished using equipment producing snug 4!'.'{�t^� �l� CRITERIA: A( bedded pplates. �• .; ompression top chord to be continuously braced by the 1 LOADING (P.1) restraint shown i to revent buckling of individual truss a Pj — TCLL 30.0 led a o bracing p150n for the roof structure or as D pion _ w — TCDL 13.0 i root to the building. = I— : C — SCLL 0.0 CAUTIONS _ BcOL ,o.o �and�o8 copse �amoge aid p�Prsopal !f!�f',fd'>irc'b'�9T$R£fly � � ���. _ � R / F�- �y\\ TYPE: J7H DEFL I. (I") Vd'a L/d PLATES GRIP =Vwl(LU w TLL 1bn(il) w a M -0.13 !-6 639 -0.32 3-6 5255 -0.72 . �a MOO 6 "a 210 /. 210 ASzo AS16!{ 246/195 246/195 DATE: Feb 2012 TDI 1_9nn7 IIAATDIVI Version: 10.2d SPACING 2-0-0 Plot.. M...... 1.00 Lumber Incrsaee 1.33 R.P St.... Inc, YES Cod. FBC2010/TP12007 r//1II11-111 1\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER _ BRACING NOTES TC 2 X 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10: 170mph(3sec gu3l)Vasd.132mph; h-20t1; TCDL-6.Op3l; BCDLw6.Opst; Category 11; E.p C; ...I ... d: MWFRS (low-rise) BC 2 X 4 SP No.2 •E.cept• B2 2 X 4 SP No.3, B4 2 X 4 SP No.3 6-0-0 oc purr... and C-C Inlerior(1) [one; Lumber DOLw 1.J3 plate grip DOLw 1.J3. This Truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-4 oa for MWFRS for reactions specified. I _Ply bracing. 2)) This buss tc a been designed fora 10.0 psf bollom chord rive load none .... menl with any other live loads. REACTIONS (Ib/size) 5-209/Mechanicol• 2-532/O-B-D, 6w 139/Mechanical '3 Pravid. mechanical conneclion (by others) of buss to bearing plate capable of withstanding 130 lb uplift al joint 5, 199 Max Norz 2-312(LC 6) Ib uplill at joint 2 and 42 Ib uplift at joint 6. Mo. Uplill 5w-130(LC 6). 2--199(LC 6). 6w-42(LC 6) LOAD CASE(5) Standard FORCES (lb) - Na.;mum Compression/Mo.imum Tension TOP CHORD 1-2-0/60,2-3--455/0. 3-4w-446/112. 4-5--107/89 SOT CHORD 2-10w-190/304.9-10w0/61,3-9--151/162.8-9w-250/354,7-8--113/202. 4-7.-11/159. 6-7-D/O -1-4-0 3-0-0 4-0-0 7-0-0 1-4-0 3-0-0 1-0-0 3-0-0 5 3-0-0 4-0-0 7-0-0 3-0-0 1-0-0 3-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO MR N CUNTRACTOR I YI't: J1 I SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Grade A better \\ L / \ // // Csl rc 0.54 DUL (le.) 1/4.n vwl ll -o.OD 4, >eee vw1{n3 0.09 1-7 »ea Ly4 380 24D PLATES GRIP I. Conneptor plates are fabricated from 20 gauge ASTM A653/653M or hot -dipped alvanlzed steel. ��\ T S "� / P /, Be o.el wo 0.00 (uahl,> H .lnl a.oe a a/e xs.a LL o.1s a-7 >517 /. iA As2o z46/195 WSH 246/195 2. Connector plates are applied to both faces of truss at each 'oin``. Where dimensions are not h wn, plates are symmetrically placed a�lout joint or as \� v . • • • i LOADING DATE: Feb 2012 SOUTHERN Indicated by cycles o� 3. F,tting end fabr'Icfof+on shall �e acc[msplished using equipment producing snug _ I `In joints and u y embed ad pia e . braced by the 5t^ �j • - i Ce �J 1� Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX TRUSS 4• Unles� otherwise noted, compression top chord to be continuously Loaf sheathln . individual truss a , ti rOnJ `r3o.g LaaNc (P.I) SPACING x-o-0 PIa1.. mer.a.. 1.00 COMPANIES 5. (he perman r�( structural restraint shown iT to prevent buckling of member onrl Is not intended of a bracing pp an for the roof structure or as a plan _ ( - )-- < - TCDL Is.a Lvmb.r Inern., 1,13 ES BOLL a.0 Rep St mar YES for the attachmen of the roo to the bull ino9 CAUTION: ()•J !. C/ BCDL 10.0 Cods FBC2010/TPI2007 2590 N. Kings Highway Tr us a pa a don a ou and a cause dams e o d P rsopal in' f imRr I q �lrocern �r"'n �1Ia draw, IsVi E'g f fllbW y Fort Pierce, FL 34951 (772)4G4-4160 Fax:(772)318-0015 hanAesd In ed anV/ror sh wngon g BRACING. Rffer to the Truss Plate Institute ?TPI) publication SCSI 2008 BUILDING COMPOttNENT SAFETY INFORMATION. Gui aT(po good practice for ghandl'mVCinsSto�llinq (� � 1 T guile3�12, lexandriacVA?20314'Telep one:l(7O3�n83 �b101E ,no,: ins pinsLorg Read all manufactures WARNINGS enclosed with drowinq pockocle. S S S v �'/irililtttt�. ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Vasd-132mph; h-201t; TCDL.6.0psf; BCDLw6.Opsl; Category 11; Exp C; enclosed: MWFRS (low-rise) Bc 2 X 4 SP No.2 •Except• 82 2 X 4 SP Na.3, B4 2 X 4 SP No.3 5-0-0 oc pur6ns. and C-C Inlertar(1) zone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc for MwFRS for reactions specified. I - Ply bracing. 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live toads. REACTIONS (lb/size) 5w113/Mechanical• 2-430/0-8-0. 6w113/Mechanical 3 Provide mechanical connection (by others) of truss to beo6ng plate capable of withstanding 64 lb uplift at joint 5. 193 Ma, Harz 2�243(LC 6) lb uplift at joint 2 and 42 Ito uplift at joint 6. M.. Uplift 5--64(LC 6). 2--193(LC 6). 6--42(LC 6) LOAD CASE(5) Standard FORCES (lb) - Maximum Compmss,on/Maximum Tension TOP CHORD 1-2-0/60.2-3--263/0. 3-4.-173/23. 4-5--53/52 BOT CHORD 2-10--81/150.9-10w0/53.3-9--91/131.8-9w-94/140.7-8--72/129. 4-7-0/55, 6-7 w0/0 u7 1 -1-4-0� 3-0-0 4-0-0 i 5-0-0 , 1-4-0 3-0-0 1-0-0 1-0-0 3-0-0 4-0-0 1 5-0-0 3-0-0 1-0-0 1-0-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO r-R N ClONTRACTOR TYPE: J5T SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: from ASTM A653/653M Grade A better \�1 /�// // oc 0..9 VwLll 0.01(I�)9 V4>9op j50 PLATES GRIP 1. Connector otales ore fabricated 20 gauge or hot-dippetl oalvonized steel. ��� C P /4 / x 0.]] we o.0o (..Ir;.1 vwlln3 0.01 p >99. z+o Nvrr(n) o.ol a /. /. w ,IJIL) 0.01 9 loop 240 A52o 346/19] As,eH 246/I95 2. Connector pRltes are applied to both faces of truss at each 7' in . Where dimensions arg not �Shpwn, plates are symmetrically placed about joint or as Ind,cated b circles loll. fnbrl be 1 , .... // LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. tlin qn� a Ion shall accvmGlished usin a ui ment roducin snuG� fi�(mggjoinFs andcluFly embedded plates. g 9 P P g g O,' Fj i TRUSS 4. UnI?ss otherwise noted, compression lop chord to be continuously braced by the LDoi sheathing. _ rnJ . ,3 LaaNC (9.l) SPACING 2-0-0 COMPANIES 5. a permon@nt structural restrain'} shgwn i9 to revent buckling of individual truss _ member and is not intended a a Droctn pIan for the roof structure or as a plan Li 1 : ( - TOLL 30.0 Pint.. I....... 1.00 TcoL 15.0 Lumb.r inn.aee ,.3] for the attachment of the roo�to the If I In _ CAUTIONS F^ < - Lrj _ BOLL 0.0 R.P s1r...Incr vEs BCDL 10.0 cad. FBC2010ITP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus es a e don00er0u and Ca copse dQame e D d p rso0al in' f itr]pt I handed Installed anU/or Outland�racing sh wngoil ihls �rawMg is (�1' E tl4"'�P6Fd y BRACING. Refer to the Truss Plate Institute �M) BCSI 2008 BUILDING (772)464-4160 FBx:(772)318-0015 publication COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing metal late connectedZ god t ses I qt' 218 Nortjl 1 e9 Street . �> !7 �f .TPI �oted uite JIL, Alexandria VA 2314. Wephone: (i�0� 683-)010 E-mall: In o®tpinst.org F V \ Read all manufactures WARNINGS enclosed with dr vvina package. //,. Ss S t '/rlilllllt�l ARCE ENGINEERING STANDARD PACIFIC LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or BC 2 X 4 SP No.2 rE.aepl- B2 2 X 4 SP SS, B4 2 X 6 SP No.2 5-8-13 cc purlins. WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 5—I1-15 cc OTHERS 2 X 4 SP No.3 bracing. I — Ply REACTIONS (lb/size) 5w179/Mechanical. 2-760/0—I1-5. 6w462/Mechanical Mo. Harz 2 Mae uplift 5wJU 1J(LC )5), 2w-362(LC 5), 6.-189(LC 5) FORCES (lb) — Mazimum Compression/Mozimum Tension TOP CHORD 1-2-0/62.2-3w-870/217,3-13w-1031/376,4-13w-1006/366, 4-14w-101/0, 5-14.-52/53 BOi CHORD 2-1Sw-7T5/705.11-16:-325/705.10-11-0/74,3-10--251/178.9-10--432/922. 8-9w-134/316, 4-8--187/517, 8-16w-856/1789, 7—i6w-856/1789, 6-7-0/0 WEBS 4-7--1831/876 PLATE: SIMPSON STRONG TIE SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FL 34951 (772)4644160 Fax:(772)318-0015 6510) QTY: 1 NOTES 1) Wind: ASCE 7-10; 17Dmph(3sec 9u3t)Vasd-I32mph; h-2011; TCDL-6.Opsl; BCDLw6.Opsf; Category 0; Ezp C; enclosed; MWFRS (low—rise Lumber DOLw1.33 plate grip DOLw1.33. 2 This truss has been designed for a 10.0 psi bottom chard live load nonconcurrenl with any other live loads. 3 Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 113 lb uplift at joint 5, 362 Ib uplift of joint 2 and 189 lb uplift at joint 6. 4) Honger(s) or other connection device(s) shop be provided sufficient to support concentrated load(s) 25 Ib up at 4-4-0. 25 lb up at 4-4-0. and 32 tb down and 391b up at 7-1-15, and 32 lb down and 39 lb up at 7-1-15 on lop chord, and 22 lb up al 1-6=1, 22 lb up at.. and 93 lb down and 54 Ib up at 7-1-15, and 93 lb down and 54 Its up at 7-1-15 on bottom chord. Tha design/selection of such connection device(.) is the responsibility at others. 5) In The LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(6) Standard 1) Regular: Lumbar Increase•1.33. Plate Increase-1.00 uniform Loads (pll) Vert: 1-5w-90, 2-11w-20, 9-10-20, 6-8--20 Concentrated Loads (Ib) Vert: 17w42(Fw21, 8-21) I4--46(F--23. Bw-23) 15w22(F-i 1. B.11) 16-186(F-93, B-93) —1-10-10 4-1-7 5-6-6 9-9-5 1-10-10 4-1-7 1-5-0 4-2-15 4-1-7 4-1-7 A COPY OF THIS TRU I. Conneptor plates are fabricated from 20 gauge ASTM A653/653M Grade A or belt hot —dipped Dlvanized steel. 2. Connector pl�tes are applied to both laces of truss at each 'ointt. Mere Dimensions org not h wn, plates are symmetrically placed a�Tout joint or as Indicated by circles 04 3. ��Iiting, gnd fabri aflon shall bbe accgmsplished using equipment producing snug 4. LN1tIn jam s gndduly mbedded late . 7ssheuthmgse note compression lop chord to be continuously braced by the 5. $Tire permonant structural restraint shgwn i to prevent buckling of individual truss member a is not intended os o bracmg,pl5an for the roof structure or as a plan 5-6-6 9-9-5 1-5-0 4-2-15 ESIGN TO �RJC-T)i 4CNTRACTOR cm .... /f� r(r.Bulri�).eD LOADING \ f •'C{!� CRITERIA: Al r nJ Q- h O ty LOADING (PSI) TYPE: CJ7T DER • (tor) 1/a.n L/d PLATES GRIP Vwl(ll) -1:01 7-1 159 240 w:((nn)1 0.07 a /o /o AS10 245/195 WM LL 0.10 7-e 1999 2.0 A61BH 246/19] DATE: Feb 2012 TDI 1-7nn7 MATRIY) Version: 10.2d SPACING 2-0-0 plot.$ Iner.a$e 1.00 Lambs Incr.a$. 1.33 odde St.... Irc, NO FBC2010/TP1200 Co 17 E S S "//ilIHlk, . ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170mph(33ec gust)Vosdw 132mph; h-201t; TCDLw6.Opsf; BCDLw6.Opsf: Category I1: Exp C; enclosed; MWFRS (low-rise); Bt 2 X 6 SP No.2, B2 2 X 4 SP SS, 83 2 X 4 Sp SS 1-5-7 cc purlins• except end vert.cola. Lumber DOLw1.33 plate grip DOLw1.33. Sc 2 X 4 SP No.3 -Except' 87 2 X 4 SP No.2. 88 2 X 4 SP No.2 SOT CHORD Rigid c W.9 d'vaclly applied or 7-11-10 oc 2) Provide adequate drainage to prevent water pending. WS 2 X 4 SP No.3 bracing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. OTHERS 2 X 4 SP No.3 WEBS 1 Row at midppl 7-11 4 All plates are AS20 plates unless otherwise indicated. 1 - Ply JOINTS 1 Brace at JI(s): 21 5 Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain farmula. Building designer should REACTIONS (Ib/site) 9w2304/Mechanical, 2-2174/0-8-0 verify capacity of bearing surface. Max Hart 2w315(LC 5) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1046 lb uplift at joint 9 and Max Uplift 9w-1046(LC 4), 2w-959(LC 5) 959 It, uplift at joint 2. FORCES (lb) - Maximum Compression/Maximum Tension LOAD CASE(S) Standard TOP CHORD 1-2-0/60. 2-3w-5170/2169. 3-4w-7008/3123, 4-5w-4578/2046, 5-25w-4031/1860. 25-26w-4030/1860. 6-26w-4029/1859, 1) Regular: Lumber Inereose-1.33, Plate Increase-1.00 6-27w-4227/1921. 27-28w-4227/1921. 7-28w-4227/1921, 7-29w-108/62. 29-30--108/62, 8-30w-108/62. 9-11w-2257/1053, Uniform Loods (pill 8-11w-300/197 Vert: 1-2-90.2-5w-90.5-8w-90,2-21-20.20-21.-20. 15-20-20. 13-14-20.9-10-20 BOT CHORD 2-21--2020/4321. 20-21w-2194/4700, 19-20--2713/5791, 19-31w-1921/4227. 31-32w-1921/4227. 18-32--1921/4227. Can ... Voted Loads (lb) 17-1Bw-1J54/2960, 17-33w-1354/2960, 33-34w-1354/2960, 16-34w-1354/2950, 15-35w-1354/2960. 15-35--1354/2960, Vert: 5w-204(9) 12w-54(8) 19--561(8) 25--115(B) 26w-115(0) 27w-115(B) 28--115(8) 29w-115(B) 30w-150(8) 31 w-119(B) 12-15�-1341/2811, 11-12--1371/2944. 14-15w0 61, 13-14w-13/171, 10-13w-11/14. 12-13w-21/9, 9-10w0/42 32w-119(8) 33w-119(8) 34--119(8) 35w-119(B) WEBS 3-21w-1438/726.3-20w-1010/2153,4-20w-817/1837,4-19w-1971/946.5-19w-627/1603,7-11.-3418/1551, 6-19w-236/297• 6-18w-491 314. 7-16w-53/389. 7-18--689/1519 -1-4-P 3-0-0 4-0-p 7-0-0 11-4-15 15-8-1 20-1-0 1-4-0 3-0-0 1-0-0 3-0-0 4-4-15 4-3-3 4-4-15 i 7.00 FM 4x4 i 3x6 4 4x10 � 1.5x4B.Oa FT 2x4 II 6x8 AS18H G 3.43 I I 7x14 AS18H 1x4 II 4x5 = 3x4 = 4x8 = .2.5x4 II 5 25 626 27 28 7 29 30 8 1.5x4 = 10 9 2x4 II 2x5 II 1.5x4 II 1.5x4 II 1'.5x4 II 4x6 = Ill 3-0-0 4-0- 7-0-0 1 17-0-0 18-0-020-1-0 3-0-0 1-0-0 3-0-0 10 1-0-0 2-1-0 �C©NTRACTOR PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO T TYPE: C13G SEALINGDESIGN 653M Gr de ARor bete' ASTM Ali 3THESE Fl osre fa0bncaled from 20DUPON / ��IA:\� l 11J// I Ic 0.97 R�u�-0.221a 119 �>999 ieo d.aPLATES GRIP I. p gouge eGloOr is hot -di ea olvanl2ed steel 'oint. / \ -T` T [ / P I ` �/� ec 0.98 we o 77 Yal R-0.5016-19 N70 "a Nor Il 9.36 9 ire AS20 246/195 Aslax 246/19! 2. ConneLPLor plgotes are applied to both faces of truss at each Where Dimensions orp not h wn, plates are symmetrically placed about joint or as nd'lca(led by circles io� \� V� .... ,. >� + �/ lx•l%••) .11t� 0.27 19-20 >e67 LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIx SOUTHERN 3. Fi rli 9gla nd fabricfaliy e shall be apla a plished using equipment producing snug I 1n In s and II tubed ed la e . /' �i' �• ,• 0,• yi Version: 10.2d TRUSS 4. Un ess otherwise note , compres Ion top chord to be continuously braced by the _ [oaf sheathing. _ �G0 Q. 1Y 4j LaAOINa (p.l) SPACING 2-0-0 COMPANIES 5. the perman4nt structural restraint shgwn i to 'event buckling of indivdual truss member ana is not intended at a bracing p14an for the roof structure or as a plan - = - w - C - TOLL 30.o Pa1..laareo.. t.00 TcoL Is.o wma.r Incr.a9. 1.33 2590N.Kin Kings Highway B 8 y for the attachment o the roe to the bwltling CAUTION: Trus es pan be don erou and aP copse demo e o d p 'sepal 'n ryJ f i R I �irace� �h1s derawmgg isliJV �E3�I y }-- ( _ N v e.L 0:0 Rep S1ru.Iner - eCDL 10.0 Code FBC2010/TP12D07 Fart Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 hond�ed Installed an�l/or tlracIng sh W l l E14 BRACING. R fer to the Truss Plate Institute TPI) publication HCSI 2008 BUILDING COMPONEN1gSAFETY INFORMATION. Guile to good practice for handling installing ' V � QQf 1.ne I?IVe connected od t ses .TPI ID a(�d t. 21g North 4e $(reef yulta ��"L. Alexandria VA ?�1g314. �e�ephone: (�OSf b83-a1010 E-mod: Ineio®tp At.org •" F �• 5 Z Read all manufacture s WARNINGS enclosed with drawino oackocie. Vim/; J �//1111111111��, ARCE ENGINEERING STANDARD PACIFIC 6510 4TY: 1 LUMBER BRACING TC 2 X 4 SP NoTOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 170mph(Jsec gusl)Vosd-132mph; h-201t; TCDL-6.Opst: BCOL-6.Opsf; Category a: Exp C; enclosetl: MWFRS (low-rise) .2 BI 2 X 4 SP No.2. 82 2 X 4 SP No.2, 03 2 X 4 SP SS 2-8-11 oc puffins, except end verticals. and C-C Intedor(1) tone; Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C for members and forces. and BC 2 X 4 SP No.3:Except' 87 2 X 4 SP Nu.2, BB 2 X 4 SP No.2 SOT CHORD Rigid ceiling directly applied or 5-2-3 oc :Except for MWFRS for reactions specified. WB 2 X 4 SP No.3 EV2 2 X 4 SP SS bracing. WEBS 1 Row al mitlppt 7-11 2 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psi bottom chord live load nonaoncumenl with any other five loatls. OTHERS 2 X 4 SP Na.3 SLIDER Left 2 X 4 SP No.3 1-6-0 JOINTS 1 Brace of JI(s): 19 4 Bearing of jotnl(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to groin formula. Building designer should 1 - pi REACTIONS (lb/size) 9-1072/Mechanical• 2-1235/0-8-0 verily capacity of bearing surface. 5) provide mechanical connection (by others) of truss to bearing plot. capable of wilh.1-ding 344 Ib uplift at joint 9 and Max Harz 2-082(LC 6). 380 to uplift 01 joint 2. Max Uplift 9--344(LC 5), 2--J80(LC 6) LOAD CASE(5) Standard FORCES (to) - Maximum Compression/Maximum Tension TOP CHORD 1-2w0/54,2-3--2418/958.3-4w-2348/961.4-5w-3338/1601.5-6w-1692/6B5.6-7w-1390/682, 7-8w-131/0. 9-11.-1039/534. 6-11.-235/151 BOT CHORD 2-19w-1074/1950. 18-19w-1177/2133. 17-18w-1604/2842. 16-17w-577/1081, 15-16w-577/1081. 12-15w 577/1077. 11-11w-542 1155.14-15w-66/0,13-14w-1/7.10-13-0/8, 12-13-0/114, 9-10w-135/0 WEBS 4-19w-631/409.4-18w-712/1208.5-18--416/802.5-17w-1501/945.6-17w-19/352.7-11.-+219/724. 7-17.-134/383 ,-1-4-p 3-0-0 ¢-0-12 9-0-0 14-6-8 20-1-0 1-4-0 3-0-0 1-0-0 5-0-0 5-6-8 5-6-8 4x5 = 3x4 = 2.5x4 11 r1l tx4 II 1x4 11 1x4 II 1.5x4 3xa.4,i 1�5x4 II 1 x4 II 2x4 II 3x4 iz: 1x4 11 1.5x4 = 1.5x4 II 3x6 = 3-0-0 4-0-p 9-0-0 17-0-0 1p-0;020-1-0, 3-0-0 1-0-0 5-0-0 8-0-0 1-0-0 2-1-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO n FF6,NLCbNTRACTOR TYPE: C12 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 20 ASTM A653/653M Grade A better \\\ 1 ��// -r // Tcc o.ss VvL(LL -a.23 5117 V 1999 3 o PLATES GRIP I. Connector plates are fabricated from gouge or hot -dipped olvonized slgel. ' ��� Sty �yJ {� I ` / /� , Be oia (M=Id•) rv.."ki; o:il 15 10 'pie z .21 g.+e "J. >999 2.0 ; As2o 246/19J wan 245/193 2. Connector plates are applied to both faces of truss at each init. Where dlrt?ensions erg not h wn, plates are symmetrically placed ooujoint or as indlcoted b circles �o4 1 v , , .. • . �� i LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. CC udling. R�fabr a ion sholl bbe accvmpfished using equipment producing snug ft m pin s anrlcluE y mbedded fates. •'G :- % :�• .; 0+ (3 y\ Version: 10.2d TRUSS 4. Unlesgs otherwise no e , compression lop chord to be continuously braced by the 4 r�� LOApNG (psl) SPACING 2-0-0 COMPANIES Oat sheathing. 5. 411e perman nt structural restraint shgwn i to revent buckling of individual truss = a member an� not mended a o brocmg plsan for the roof structure or as a plan (� : r J ^� - TCLL JO.a I PIa1.. inar.as. , ,.air TcoL "a wmb.r locrw.. 1.33 its the building. for the attachment of the root NN�� _ a AcopseOdama BSCLLCOL 0.0 R.p sb... BC2 YES BLDL 10,0 Code FBC2010/TP12007 2590 N. Kings Highway Fort Pierce, FI. 34951 Trus a go a den rou9 and e o d p rsopal In f i I handlesd Insgalled onW/or Drace� racing sh wngon his Oraw0;g, Isifdl' Elffflb � y BRACING. Refer to the Truss Plate Institute TPI) HCSI 200E BUILDING (772)464-4160 Fax:(772)318-0015 publication COMPONENT SAFETY INFORMATION. Guile (o good practice for handlinq installingg of metal2plpte connected wyd lrysses .TPI I5 I9Fa 1g Nortjl l e treet !�L ,• V \ ' ' F�- Suite 317, Alexondr'ia VA ?2314, telephone: (/OJ) 6B3-1D10 E-mad: IS Read all manufactures WARNINGS enclosed with drawinq Package. r r//Illllllllt\� ARCE ENGINEERING STANDARD PACIFIC 6510 4TY: 1 LUMBER E TC 2 X 4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10: 170mph(3sec qust)Vasdw 132mph; h-20ft: TCDL-6.Dps1; BCDLw6.Opal; Category 0: ESP C: enclosed: MWFRS (low-rise) B1 2 X 4 SP No.2. B2 2 X 4 SP Na.2, 83 2 X 4 SP SS 2-2-0 oc puffins, except end verticols. and C-C 1.1.6.,(1) :one; Lumber DOLw1,33 plot. grip DOLw1.33. This truss is designed for C-C for members and forces. and BC 2 X 4 SP No.3 -Except' 87 2 X 4 SP No.2, 88 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-4 oc for MWFRS for reactions specified. WB 2 X 4 SP Na.3 WEBS bracing. 1 Raw at mid1 8-9. 5-17. 7-11 2 Provide adequale drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live foods. OTHERS 2 X 4 SP No.3 SUDER Left 2 X 4 SP No.3 1-6-0 JOINTS 1 Brace at At.): 19 4 All plates are A520 plates unless otherwise indicated. 1 -Ply 5 Bearing at joinl(s) 2 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer should REACTIONS (Ib/eize) 9-1113/0-6-0. 2-1276/0-8-0 Mo. Harz 2w4St(LC 6) verify capacity of bearing surface. 6) Provide macho cal connection (by others) of truss to bearing plate capable of withstanding 3541b uplift at joint 9 and Mo. Uplift 9:-354(LC 5). 2--390(LC 6) 390 tb uplift al joint 2. FORCES fib) - Maximum Compression/MaKdnurn Tension LOAD CASE(5) Standard ' TOP CHORD 1-2-0/54.2-3--2503/981,3-4w-2430/981,4-5w-3631/1707,5-6--1515/572.6-7w-1182/609. 7-8w-50/3. 9-11.•-1072/575. e-11--208/137 SOT CHORD 2-19--116B/2013, 18-19--1255/2215. 17-18w-1844/3164, 16-17--434/799. 15-16w-434/799. 12-15--502/699. 11-12w-446 800.14-15-0/38.13-14-0/210,f0-13;0/19, 12-13-0/21. 9-10�-1/14 WEBS 4-19w-682/376.4-15--857/1493.5-18w-348/824,5-17w-2011/1247.6-17-0/250.7-11w-1112/634, 7-17.-258/562 71-4-0 3-0-0 4-04 11-0-0 15-11-0 20-10-0 1-4-0 3-0-0 1-0-0 7-0-0 4-11-0 4-11-0 6x8 AS18H = 3x4 = 2x4 II 1 x4 II bxb ts:uu I t z - 2.5 II 57 1.5x4 II 34.4, (tit c4 II 1.5x4 II 2x4 II 3x4 ::�1x4. II 1.5x4 = 3x5 = 1 x4 II 1.5x420-H10-0 3-0-0 4-0-0 11-0-0 17-0-0 1✓}-0-0 r 3-0-0 1-0-0 7-0-0 6-0-0 1-0-02-10-0 MPSON STRONG TIE FURNISH A COPY ..M� SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 i. Connector pplates are fabricated from 20 gouge ASTM A653/653M Grade A or better hot -di petl galvanized steel. 2. Connector plates are applied to both faces of (ru s at each 'oinl. Where dimensions arp not h wn, plates are symmetrlca lly placed a�Tout jo nt or as indicated by circles �a 3. �!Vtting, qnp fobrlcaf+on shall �e accjm5plished using equipment producing snug I ling join s qnd fu y embed ad pla e . 4. Unl ss otherwise note0, compression lop chord to be continuously braced by the ccooei sheathing. 5. the ermonent structural restraint shown i to prevent buckling of individual truss member and is not intended op a bracinq_p.on for the roof structure or as o plan ESIGN TO �JQJ�)L[ UN TRACTOR / 0CC H. (wolf.) i i~� i LOADING i CRITERIA: At •�' r, 1Y LOADING (Poi) TCLL 30.0 Fp( TYPE: C11 aiL((LL))-0.1111! �17 U>999 Leo PLATES GRIP Vwt(n) -O.q 15 -17 .565 74o AS20 146/195 H.,TL) 0.76 9 /a /a ASIBH 246/195 .jut 0.7717-1e )999 1,40 DATE: Feb 2012 TDI 1-,inrr7 IUATPIYI Version: 10.2d SPACING 2-0-0 plot.. Incr.ap 1.00 Lumbar 1-1.... 1.33 Rep St.... Mcr -5 Cod. FBC20f0/TP12007 s M Illtl W " fi ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or NOTES 1) Wind: ASCE 7-10; 17Dmph(3sec gusl)Vosde 132mph; h.201t: TCDL-6.0psF BCDL-6.Opef; Category a; Exp C; enclosed: MWFRS (low-rise) 84 2 % 4 SP No.3. B5 2 X 4 SP No.3. Be 2 X 4 SP No.3 2-2-0 oc purlins, except and verticals. and C-C Inlerior(1) rode; Lumber DOL-1.33 plot. grip DOL-1.33. This truss is designed for C-C for members and forces, and BC 2 X 4 SP No.2 'Except' 89 2 X 4 SP No.3. BID 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-3 cc bracing. for MWFRS for reactions specified. 2 Provide adequate drainage to prevent water podding. WB 2 % 4 SP No.3 •Except• E12 2 X 4 SP No.2 OTHERS 2 X 4 Sts No.3 WEBS 1 Row al midpl 9-10. 8-12 3 This truss has been designed for a 10.0 psi bottom chord five load nonconcurrenl with any other live loads. SLIDER Loft 2 X 4 SP No.3 1-6-0 JOINTS 1 Broae at Jt s): 21 4 Bearing al joints) 2 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer should I _ REACTIONS (lb/site) to-1113/0-6-0. 2-1276/0-8-0 verily capacity of bearing surface. 5) Provide mechanical eonneelion (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 10 and Mox Hart 2-521(LC 6) 383 to uplift of joint 2. Max Uplift 10--351(LC 5). 2--385(LC 6) , LOAD CASE(S) Standard FORCES (lb) - maximum Compression/Maximum Tension TOP CHORD 1-2.0/54,2-3--2527/967,3-4.-2458/970,4-5�-3505/1615,5-6--1985/778,6-7--1935/791. 7-8--1140/447. B-9--70/41. 10-1Z--1D78 591, 9-12--331/225 BOT CHORD 14.-28/401671. f0-11.130/586/916, 13?16-- 88/a68.12013--548/946. 1S 16.-7/482250. 7J6/2953, 14-15 0/182.91-114-0/24, 13-11671. WEBS 4-21.-705/453.4-20w-693/1251,5-20--497/892,5-19w-1345/810.7-19w-213/522.7-17.-889/547. 8-17.-168/576. 8-12�-1095/592 -,1-4-03-0-04-0-0 7-8-2 1.3-0-0 20-10-0 - I 1-4-0 3-0-0 1-0-0 3-8-2 5-3-14 7-10-0 8x8 t% 3x4 = 7.00 F17 8 T? g -ci 4x4 0 ox4 0 4x6 Y� 11 10 1x4 II 5011� 1 ,� 3x4 = 2x4 II 1.5x4 3X§43%jT£ 1.5x4 11 3x4 - 5x5 4 1.5x4 1x4 II 2QX-410rr0 3-0-014!6-0117-8-2 13-0-0 1 17-0-0 1 i.6 II 3-0- W-dL 0 3-8-2 5-3-14 4-0-0 1-0-0 2-10-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERI 1. Connectorplates are fabricated from 20 gauge ASTM A653/653M Grade A or bell hM-A;nne nnl.,m.;verl.fool 2. Connector plates are applied to both faces of (russ at each om .Where dimensions orp not h wn, plates are symmetrically placed a�1ou jont or as SOUTHERN indicated b circles �S0 3 �Y(tinq gn�fabr'5sjwn shall be accgm5plished using equipment producing snug TRUSS I ling join s an u ly embedded pia e . 4. Un ss otherwise not compression lop chord to be continuously braced by the Loof sheathing. 5. the perman4¢( struptural restraint shown i to prevent buckling of individual truss COMPANIES member an tl is not intended a a bracing )son for the roof structure or as a plan for the of the roolsto the bull &in attachment CAUTION: 2590 N. Kings Highway B B Y Fort Pierce, Fl. 34951 Trus es pa a dad erou and D copse dams e o d p social In f i I hanLl�ed lns�alled gr� or �lracer� �racing sh wngon this drawingg is 4�1' E flbq I �TPI) is 772 464-41 GO Fax: 772 318-0015 i ) ) BRACING. Refer to the Truss Plate Institute eC51 2008 BUILDING rnMPONFNT SAFFTY INFORMATION. Guide to Good Gractice for handling installino DESIGN TO ERKTi� IZ //,. S S S ,��` 3x5 I m to 0% Do we 0.07 (um" i LOADING i � CRITERIA: At LOADING (pro TOLL 30.0 BttL 10.00 BCDL 10.0 TYPE: C10 DEFL • ;lee) I/d.b L/d PLATES GRIP Ynl(Ll) v.I R -0.17 9-70 >D99 -0.7719-IO 1900 M 740 A520 2461193 H .rL)) 0.20 10 No /a AS18H 245/195 w ,JJLU 0.16 19-20 1999 7t0 DATE: Feb 2012 td, r 1r ..erDly Version: 10.2d SPACING 2-0-0 Plat.. I-.... 1.00 Lumber Increase 1.33 lisp St- In., YES Code FBC2010/TP12OD7 ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheollung directly applied or 1) Wind: ASCE 7-10; 170mph(3sec gusl)Yasd.132mph; h.20ft: TCDL.6.0pa1; BCOL•6.0pst; Category I% Eep C: enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 2-2-0 oe pur6ns, except and verlicols. and C-C Inlerior(1) zone; Lumber DOL.1.33 plate grip DOL.1.33. This buss is designed for C-C for members and forces, ontl WB 2 X 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-8 oe for MWFRS for reactions specified. OTHERS 2 X 4 SP No.3 brocing. 2)) Provide atlequale drainage to prevenl woler pondir" I - WEBS 1 Row al midpt 7-8, 5-8 3) This truss has been tlesigned tar a 10.o psi bottom chord live load nonconcurrenl with any other live loads. REACTIONS (lb/size) 8.1113/0-6-0, 2-1276/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 to uplift at joint 8 and Max Horz 2.593(LC 6) 373 16 uplift at joint 2. Mow Uplift 8.-361(LC 6). 2•-373(LC 6) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/60,2-1-1674/378.3-4.-1360/3T.4-5.-922/251.5-6.-198/100, 6-7.-28/16, 7-8.-269/193 BOT CHORD Y- 11.-759/1297.10-11.-759/1297.9-10.-759/1297, 8-9.-371/664 WEBS 5-8.-1001/570.5-9.-138/532. 4-9.-742/451. 4-11.0/294 -1-40 7-1-4 13-11-8 1i-0-0 20-10-0 1-4-0 7-1-4 6-10-4 1-0-8 5-10-0 3x4 = 3x4 i 2x5 II 6 7 30 - 3x4 - 3x4 - 1x4 II 7-1-4 13-11-8 20-10-0 7-1-4, 6-10-4 6-10-8 JQ3L UN PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO TRACTOR TYPE: C3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: from ASTM A653/653M Grade A better \\\ 1 /`/ roc o.e7 v°E.`` 1) -o.oe ('i �++ V>999 ieo vutln) -0.14 x-++ >999 24a PLATES GRIP 1. Connector plates ore fabricated 20 gauge or hot -dipped galvanized steel. • \\ / \\ P T !! /� tic o.54 e o.90 (uolri.l Ha s(n) o.a4 a ✓o /a xaa LL 0.07 2-11 >999 i4o A520 2.6/+95 A51&f 246/195 2. Connector plates are applied to both laces of truss at each inl. Where dimensions arg not 5hpwn, plates are symmetrically placed a�oul joint or as indicated b circles loll. . \ >iL i `' .' Gil i _+ �! LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. C tlin qn� fabrics ton shall bbe acc m Ilshed usin a ui ment roducin snu fillmggjomtsandtu�ly mbedded la�esP g g p P g g \a i w\j Version: 10.2d 4. UnlPjss otherwise note compression lop chord to be continuously braced by the TRUSS COMPANIES Coo sheathing. 5. the perman�rJt structural restraint shgwn i)S lofprevenl buckling of individual truss member an is not in ended a a bracing pp on or the roof structure or as a plan - Q �� W �_ GO w ; - LapNo (p11) SPACING TCLL 30.0 I L 1a Increase 1.00 TcoL t5.o Lep 1n9rwe. 1.33 for the attachment of the roo�to the bulltling. _ CAUTION: }- ( - Sir. ecLL o.o Rep 61rea11ncr YES BCDL lo.o Code FBC20IO/TPd007 2590 N. Kings Highway outland gag �racmg sh wn on ihls drawlpyy IsliJ�l' E �IV y Tan es pa be can erou and o copse comae o d p rsopal In r - hanr • Fort Pierce, FI. 34951 ed ins�alled an�1/or BRACING. Refer to the Truss Plate Ins(ilute TPI) publication tlCSI 2008 BUILQING (772)464-4160Fax:(772)318-0015 COMPONENT SAFETY INFORMATION. Gui4e to good practice for handling instolltn Qf metal late connected w2od trpsses . TPI T ID %Wg qt. p1g Nortjl I,eB gtreeE �� \ xr j Suite J1'(, Alexandria VA ?2314, Telephone: (/03�683-701U E-mall: tntal n.t.org i, IF \,O Read all manufactures WARNINGS enclosed with drowinct oackocie. ! . JQ* . \ r////1111111�1\\` ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 10 LUMBER BRACING TC 2 % 4 SP No.2 TOP CHORD Structural .00d sheathing dird applied or NOTES 1) Wind: ASCE 7-10: 170mph(3sec gust)Vasd-132mph; h-2011; TCDL-6.0ps1: BCDLw6.Opsl: Category 0; Esp C: enclosed: MWFRS (low-rise) Sc 2 x 4 SP No.2 2-4-4 oc purlins, eacepl end verlicob. and C-C In..... (I) tone: Lumber DOL.1.33 plate grip DOLw 1.33. this trues is designed for C-C for members and lorees. and WB 2 x 4 SP No-3 SOT CHORD Rigid ceiling directly applied or 6-5-10 nc for MWFRS for rsceliam specified. OTHERS 2 x 4 SP No.3 bracing. 2 Provide adequate drainage to prevent water pending. 1 - ply WEBS 1 Row at midpl 7-8. 5-8 3 This truss has been designed for a 10.0 pst bottom chord five load —concurrent with any other five foods. REACTIONS (lb/ai2e) 0�1113/0-6-0, 2-1276/0-8-0 4 Provide mechanical connection (by others) of truss to bearing plot. capable of withstanding 422 lb uplift at joint 8 and Noa Hori 2:658(LC 6) 353 tb uplift at joint 2. Moa Upfifl 8w-422(lC 6), 2w-353(LC 6) LOAD CASE(S) Standard FORCES (Ib) - Maximum Compression/MOximum Tension TOP CHORD 1-2w0/60,2-}-1677/312.3-4w-92}/143,4-5.-643/180,5-6�-195/41, 6-7w-25/13. 7-8w-265/184 GOT CNORD 2-11.-773/1300.10-11w-773/1300. 9-f0--773/13OD.8-9w-388/663 WEBS 5-8-1005/591.5-9--135/534. 3-9--747/452. 3-11-0/295 ' PLATE: SIMPSON STRONG TIE SEALIN 1. Conne hot-C 2. Conne O1men ICCndica SOUTHERN 3' if TRUSS ling 5. The COMPANIES memt for th 2590 N. Kings Highway Tru Fort Pierce, Fl.'14951 hansdle (772)464-4160 Fax:(772)318-0015 I BRACCII -,1-4-0 7-1-4 13-11-8 116-10-q 20-10-0 , I—r 1-4-0 7-1-4 6-10-4 2-11-0 3-11-8 -7 nn IT'j 3x4 2x5 II 6 7 II IV J � 3x4 = 3x4 = 3x4 = 1x4 11 7-1-4 13-11-8 20-10-0 7-1-4 6-10-4 6-10-8 NISH A COPY OF THIS TRUSS DESIGN TO JT �[CaNTRACTOR BASED UPON THESE DESIGN from 20 gouge ASTM A6 3/653M Grade Aor better - \��\� 11'I' I I 1 1 F/1///// °o:°sax • qt T E DC ,p [ we 0A1 both faces of truss at each 1•oin . Where \� �l D...... s are symmetrically placed about joint or as r,t^ JIL i ^++i LOADING acc,1m5plished using equipment producing snug �/ •'(�� W CRITERIA: Al s on lop chord to be continuously braced by the • .`' r, p Q- LOADING (oil) in( shown f to prevent buckling of individual truss w `� 4j TOLL 30.0 a brocing p)son for the roof structure or as a plan — TOOL 15.0 o the bull _ f'- S BCLL o.o CAUTION: U7 BcoL ,o.o ogl cause gmage and p�Prsopal lnj1uy11t� racing s wn on his raw�,gg 1s• 11l UU to Institute �TPI) publication 13CSI 2008 BUILPING ` )N. Guile tto good practice for handling installing !�L ,• t[u sses . 1P1 I 1g North I e Street i telephone: (�50���83 �010 E-mail: in�o®tpmst.org j F�- ,RNINGS enclosed with dravvin2 Eaclkae. TYPE: C2 DEFL llxl I/Ila r/d PATES GRIP vwlllll valllll -0.06 2-11 >... -0.20 2-11 .... "a 240 AS20 2451193 AS /e / A50H 246/195 0I CNa �999 210—=118 DATE: Feb 2012 rot r_annv uAYory Version: 10.2d SPACING 2-0-0 Plata Inenap 1.00 Lumber IncM1ate 1.33 Pep Sines Incr YES Code FBC2010/TP12007 ,I/III IIIk1\I' C ARCE ENGINEERING STANDARD PACIFIC 6510 -QTY: 2 LUMBER BRACING NOTES TC 2 % 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10: 170mph(33BC gust)Vasd-132mph; h.2011; TCDL-6.Opst: BCDLw6.Opst; Category0: Exp C: enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 2-2-0 cc purtins, except end verllcals. and C-C Interior(') tone: Lumber DOL-1.33 plate grip DOL-1.33. This truss is designed for C-C far members and torte., and WB 2 X 4 SP No.3 SOT CHORD Rigid ..ftg directly applied or 6-4-6 oc for MWFRS for reactions specified. OTHERS 2 % 4 SP No.3 bracing. 2 Provide adequate drainage to prevent water ponding. 1 -Ply WEBS 1 Row al midpl 7-8, 5-8 J This truss has been designed for a 10.0 p31 bottom chord live load nonooneurrenl with any other five loads. REACTIONS (lb/size) 8w1141/Mechanical, 2-1303/0-8-0 4 Pravide meahanicol connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift of joint 8 and Max Harr 2w658(LC 6) 363 lb uplift at joint 2. Max Uplift 8w-419(LC 6). 2w-363(LC 6) LOAD CASE(5) Standard FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2wD/60.2-3--1728/340,3-4--978/172.4-5w-698/209.5-6--210/50. 6-7w-31/15, 7-8w-290/200 SOT CHORD 2-11:-797/1343.10-11--797/1343.9-10w-797/1343. 8-9w-415/713 WEBS 3-11.0/291,3-9w-738/448, 5-%--128/542, 5-8w-1031/603 ' -1-4-0 7-1-4 13-11-9 .16-10-Q 21-4-0 1-4-0 7-1-4 6-10-5 2-11-0 4-5-8 3x4 2.5x4 II 6 7 1x4 3x4 = 3x4 = 3x4 7-1-4 13-11-9 21-4-0 I 7-1-4 6-10-5 7-4-7 �C PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER - NTRACTOR TYPE: C1 S1. EALING Flats are fabricated SIGNfrom 20 gaugeoASTM A6 3/653M Grade N THESE DESIGN ARoTbR1ler \\\\\\ T� //// ewe °o.°s's -O.iO=11 >999 iio 7t-11'10111 PLATES GRIP AS20 111/193 hot-dippe olvanized steel. faces Where \ is '� /j we 0.90 M i (°r�1 O.oe a /e /° o.oT 2-11 >099 i4o A61eH 248/193 Iates area applied to both of ruse at each 1'oin`. 2. Connector paa pp 1 dimensions or not h Wn, plates are symmetrically laced about joint or as indicated b c rcles �o� P y P to / �;- LOADING DATE: Feb 2012 CRITERIA: AN57 TPI 1-2007 MATRIX SOUTHERN 3. C ttintl qn fobr'cation shall be Occ m fished using equipment producing snug filing joints qnd fully embedded plo�esp 4� ! .Z Version: 10.2d TRUSS 4. Ilia otherwise notes, compres5,ion top chord to be continuously braced by the Loor sheathing. a �, r' •• -- , — LOADING (Pei) 'PALING z-o-0 COMPANIES 5. the permon nt structural restraint shgwn i9 to revenl buckling of individual truss member an is not intended o a brown plan for the roof structure or as a plan iLI : 5 — rcLL 30.o P1al..Inar.o.. 1.00 TCLL 1s.o Lamb.r Iner.oe. 1.33 for the attachment of the roo�to the b�lding. - )- < — N /� _� BCLL 0.0 Rep St... In., YES BCDL 10.0 Code FBC2010ITP12007 2590 N. Kings Highway Fort Pierce, Fl. 34951 Trus a co a dan4eSou and CaL1c VseOVdmo a orld p rsonal jn (ii�pf 4 I � hanri�esd Installed ant]Sor raced. tlroang sh wngon this r�rawFg isf�l' Ef6�I y Refer to the Truss Plate Institute ?WI SCSI 2008 BUILDING V (772)464-4160 Fex:(772)318-0015 BRACING. publication COMPONENT SAFETY INFORMATION. Guile to good practice for handling installing 4f me[?late connected wood t sses .TPI IDF4�ed t. 21g North gtreet 312P Alexandria VA �elephone: (OJ1 b93-a1010 E-mad: (/ j F 1^ V !2314. .e Suite m�1o®tpmst.org Read all manufacture s WARNINGS enclosed with drawin ocka e. / Q /�• F S �\ ,"/IIIIIII\\" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced real live loads have been considered for this design. BC 2 X 4 SP No.2 2-2-0 oc purlins, except end veAicals. 2 Wind: ASCE 7-10; 170mph(3sec gust)yasdn132mph: h.20fh TCDL•6.0psf: BCDL•G.Opsf; Category a; Exp C; enclosed; MWFRS (low-rise) WB 2 X 4 SP No.3 -Except' EV2 2 X 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-3 oc and C-C Inlarior(1) zone; Lumber DOLw1.33 plate grip OOL.1.33. This truss is designed for C-C for members and forces, and OTHERS 2 X 4 SP No.3 bracing, for MWFRS for reactions specified. 1 - Py WEBS 1 Row at midpt 7-8. 5-8 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 8.1141/Mechanical, 2-1303/0-8-0 4 This truss has been designed for a 10.0 psf bottom chord five load nonconcunrent with any other live loads. Ma+ Horr 2.599(LC 6) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 lb uplift at joint 8 and Me + Up611 8.-364(LC 6). 2.-381(LC 6) 381 Its uplift at joint 2. FORCES (lb) - Maii n tm Compression/Maximum Tension LOAD CASE(S) Standard TOP CHORD 1-2.0/60,2-3.-1725/400,3-4.-1411/409,4-5•-977/272,5-6.-213/103, 6-7.-38/19. 7-8.-310/206 SOT CHORD 2-11.-784/1340.10-11.-784/1340,9-10.-784/1340, B-9.-401/713 WEBS 4-11-0/291. 4-9.-735/448. 5-9.-131/540, 5-8.-1024/583 . PLATE: SIMPSON S SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 -1- 1-4-0 7-1-4 13-11-9 1�-2-1 21-4-0 1-4-0 7-1-4 6-10-5 1-2-8 6-1-15 3x4 = 3x4 G 3x4 II 6 7 II Iv a v 1 x4 II 3x4 = 3x4 - 3x4 = 7-1-4 13-11-9 21-4-0 7-1-4 6-10-5 7-4-7 G TIE FURNISH A COPY OF THIS TRUSS I SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector places are fabricated from 20 gauge ASTM A653/653M Grade A or better hot-cl ppetl alvanized steel. 2. Connet,for plates are applied to both laces of truss at each bintt. Where dimensions arg not h On, plates are symmetrically placed a�out joint or as Cindicated by circles of 3. f�ttinq and fabri a' on shall �e acc�msplished using equipment producing snug 4, lSlting Joints gndciu+y tubed ed la e . If ss otherwise note compression top chord to be continuously braced by the [Doe( sheathm . 5. the permanQr�l structural restraint shown i lofprevenl buckling of individual truss member onU is not intended of a bracing On or the roof structure or as a plan for the attachment o the roo to the bull iling. CAUTION: Trusses can be dangerous and can cause domaae and oersanal iniurvif_(morvaeriv ESIGN TO JC-4111 qCN TRACTOR \\ 1 1 a. 1 I I, I- I /c51 �`/ / 1C 0.9J T C,Q /�! a 8:ao LOADING CRITERIA: Al 1.5p W SCDL OADING (P 0 cDL 13.0 (`I\`1 Il \15f18N1` _ 1P.0 0.0 TYPE: C4 Darr. le 1- '/°IQ L/d I PLATES GRIP vw1E1L1- -0.20 2... >.J9 x 0 As20 246/195 Not,((1Lj D.05 a /e /e AS10H 246/195 Mna(Ll) 0.07 2-11 >Di9 2t0 SPACING 2-0-0 plates Increase 1.00 Lumber Incrmw 1.33 Rep Stnee Iner YES Code FBC2010/TPR007 Version: 10.2d �//T1111►11111\ ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof five loads have been considered for this design. BC 2 X 4 SP No.2 3-2-2 oc purr s, except end verlicols. 2 Wind: ASCE 7-10; 170mph(33ee gusl)Vosdw 132mph; h-2011: TCDLw6.Ops1; BCOL-6.Op3l; Category 11; Exp C; enclosed; 11WFRS (low-rise) W8 2 x 4 SP No.3 •Except• EV2 2 x 4 SP No.2 BOT CHORD Rigid ce9inq tlire[lly applied or 6-6-1 oc and C-C Inlarior(1) zone; Lumber OOLw1.33 plate grip DOLw1.33. This truss is designed for C-C for members and lorces, and OTHERS 2 x 4 SP No.3 bracing. for MWFRS far r.action. specified. 1 - Ply WEBS 1 Row at midpt 7-8, 6-8 3 Provide odequal, drainage to prevent water pondinq. REACTIONS (lb/size) 8:1141/Mechanical, 2-1303/0-8-0 4 Thh [ruse has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. Max Horr 2�530(LC 6) $ NI plates are AS20 plates unless otherwise indicated. Nos Uplift 8--358(LC 5). 2--394(LC 6) 6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 8 and 394 Ib uplift at joint 2. FORCES (lb) - Mosimum Compression/Maximum Tension TOP CHORD 1-2-0/60.2-3--1716/445,3-4--1432/472,4-5-986/342.5-6.-736/396,6-13w-50/23. 7-13w-50/23, 7-9w-334/213 CASE(S) Standard BOT CHORD 2-11--756/1327.10-11.-756/1327,9-10.-756/1327, 8-9--396/736 LOAD WEBS 4-11-0/295.4-9--692/423. 6-9--117/522. 6-8-1010/550 LATE: SIMPSON STRONG TIE SEALING I. Connect! hot—dl F z. Conne j( d iindicimeatednsio SOUTHERN 3. Fivnn4o TRUSS 4' tS o she( COMPANIES $. mepern member for the a 2590 N. Kings Highway rTus es Fort Pierce, FI. 34951 772 64-4160 Fax: 772 318-0015 i i honed i BRACING rnupnmi M 1-4-0 7-1-4 13-2-1 13-11-9 21-4-0 —4-0 7-1-4 6-0-13 0-9-8 7-4-7 3x8 AS18H 3x4 = 7 nn rfr 5 6 13 3x4 p 7 II I 7 0 11 1x4 II 3x4 - 3x4 3x4 - 7-1-4 13-11-9 21-4-0 7-1-4 6-10-5 7-4-7 FURNISH A COPY OF THIS TRUSS DESIGN TO �R -� V UNTRACTOR :SIGN BASED UPON THESE DESIGN CRITERIA: \��� 1 // is o.ee . eel ted from 20 gauge ASTM A653/653M Grade A or better \�\ -, ` P T //� , B °p'" led to both faces of truss at each �'oint. Where �\ V 6 , , . • • • /� .8 J 114 I, plates are symmetrically placed about joint or as ,j.i fall ye acc m lished using equipment producing snug �/` G Sr ��' i CRIADING At be la.tesp ompres�ion lop chard to be continuously braced by theLOAD restraint sh Wn i to revent buckling of individual truss - "/ TCLL 3.0 led os a bracln pan for the root structure or as a pion _ w (1�0 — TCOL 0.0 l roof to the bjldln . _ }^ : C — BCLL 0.0 CAUTION: � (n . _ ecoL +o.o �; le Fv TYPE: C5 OErL .. (I.e) I/d.n l/d PLATES GRIP VVI((a)) -G07 2-11 1999 360 Vwl(1L) -0.21 2-11 >999 240 0 0Hwr(rLAS18H 224466I/I9933 a oe -a 1999 n/ADATE: Feb 2012 TPI1-2007 MATRIXVersion: 10.2d SPACING 2-0-0 plot.. Ind..... I.0D Lumber Inc'.... 1.33 Ceodde 1rtit FBBC2010/TP720007 &C) I1100' ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly opp6ed or 1) Wind: ASCE 7-10; 170mph(33ee 9u3t)Vosd-132mph; h-2011: TCDLw6.Opsl; BCDL-6.Dpsl; Category D: Exp C; enclosed; MWFRS (low-rise) SC 2 x 4 SP N0.2 3-2-f0 oc purlins, except and verticals. and C-C Interior(1) tone; Lumber DOLw1.33 plate grip DOL-1.33. This Truss to designed for C-C for members and forces. and WB 2 x 4 SP No.3 -Except- EV2 2 x 4 SP No.2 DOT CHORD Rigid ceiling directly applied or 6-6-10'oc for MWFRS for reactions specified. OTHERS 2 x 4 SP No.3 bracing. 2 Provide adequate drainage to prevenl water ponding. 1 -Ply WEBS 1 Row at midpt 7-0. 6-8 J This truss has been designed Ioi a 10.0 psf bottom chord live load nonconcument with any other live loads. REACTIONS (Ib/site) a. 1141/Mechanical, 2w1303/0-B-0 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 8 and Max Hari 2:4w-57(LC 6) 399 lb upr.ft at joint 2. Mo. Uplift eJ63(LC 5). 2w-399(LC 6) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/60.2-3-1701/517.3-4.-1033/415,4-5w-872/433.5-6w-845/432. 6-7.-66/30. 7-8w-346/224 BOT WEBS CHORD J-11-0/3041304. 3-9� 538/333 6/9--68/453, 61304. 7aw/1 053/5 304. 4-432/845 -1-4-0 7-1-4 11-2-1 1 13-11-9 1 21-4-0 1-4-0 7-1-4 4-0-13 2-9-8 7-4-7 4x6 3x4 = 4 W55 6 3x4 II 7 1x4 II 3x4 = 3x4 = 3x4 = 7-1-4 13-11-9 21-4-0 7-1-4 6-10-5 7-4-7 UN PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO C_ TRACTOR TYPE: C6 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better \1 /� \\\ r ` //// ca rc DcrL((7L a(1") v4.n l/4 o:os 7-le 'ice 7 PLATES GRIP Asto 245/195 hot-dippetl olvoni2ed stgel. 2. Connector pules are applied to bath faces of truss of each pint. Where \ A /r�� L • \J • • / ` \y'� .... /� we 0.651 (=ri•) Y 1 fl� ( ) e xm4(ll) 0.10 7-II >999 240 A918H 246/193 LOADING DATE: Feb 2012 Version: 10.2d SOUTHERN d'Imensions arp not h wn, plates are symmetrically placed about joint or as indicated by circles toy.. 3. CC tlinggntl fabrics Ion shall be act m lished using equipment producing, snug \ _, (� / i CRITERIA: ANSI TPI 1-2007 MATRIX I ling joints and fu�ly gmbedded DID es. UnllBss otherwise notes, comprestion lop chord to be continuously braced by the C, TRUSS 4. Tool sheathing. .', rnJ� 4 ` 0 11� ^ / LOADING (pit) SPACMG 2-0-0 COMPANIES 5. The permanent structural restraint shgwn i to prevent buckling of individual truss _ member and is not intended o5 a bracm� plsan for the tool structure or as a plan to the b li I : Gj — _ Tcu 30.o Plat..Incr.m. 1.00 TCDL 13.0 L—b,, In ,., 1.33 for the attachment of the root iildi'�nrgg = CAU I ION: I- ( — — Ll? / BOLL 0.0 Rep Stress Nu M BCDL f0.0 Coda FBC2010/TP12007 2590 N. Kings Highway 8 61 y Fort Pierce, Fl. 34951 Trus�esd pan qe �anc�esou� and gags causge damage or4 parso vul In i ��fE (�q ly _ han le or rote racm sh wn on his yawl V v — a ina an . y is BRACING. Refer to the Truss Plate Instftute TPI) publication 6CSI 2008 BUILDING (772)464-4160Fax:(772)3(8-0015 COMPONENT SAFETY INFORMATION. Guile to good practice for hondlin instollingg QQf a al�plate connected w od tWsses . TPI i I 1g Nort(1 �e Street a SIZ• VA ('1Osf %63 l010 e1OW[pin.t..rg �/ \ F�- V Su tl Alexandria ?2gS14. Iefephone: E-ITO Read all manufactures WARNINGS enclosed with drawing package. W Il r//!llII11111�� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 4 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof five Toads have been considered for this design. BC 2 X 4 SP No.2 4-0-6 cc purlins. 2 Wind: ASCE 7-10; 170mph(3sec gust)Vo3d-132mph; h-2011; TCDLw6.Opsl; BCDLw6.Opsl; Category 11; Exp C; enclosed; MWFRS (low-rise) WB 2 X 4 SP No.3 SOT CHORD Rigid ceiling directly applied or 8-9-13 cc and C-C Interi*r(1) zone; Lumber DOL-1.33 plot. grip DOLw1.33. This truss is designed for C-C for member. and forces, and OTHERS 2 X 4 SP No.3 bracing. for WNFRS for reactions specified. SLIDER Right 2 X 4 SP No.3 2-11-1 31 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five lead.. 1 - Ply 4 Provide mechanic*[ connection (by others) of truss to bearing plat. capable of withstanding 291 lb uplift at joint 7 and REACTIONS (lb/size) 7.1149/Mechonical, 2-1311/0-8-0 4381b uplift at joint 2. Moa Holz 2.358(LC 5) M. Uplift 7.-291(LC 7). 2­438(LC 6) LOAD CASE(S) Standard FORCES (lb) - Maximum Compraeeion/Maximum Tension TOP CHORD 1-2-0/60.2-3--1768/672.3-4.-1508/700,4-5w-1459/701, 5-6--1492/678. 6-7w-1686/655 BOT CHORD 2-10--438/1397.9-10--169/961. 8-9--169/961. 7-8w-436/1334 WEBS 3-10--405/328.4-10--212/557, 4-8�-218/491. 5-8--363/319 -1-4-0 5-8-13 11-0-0 16-3-3 21-4-0 1-4-0 5-8-13 5-3-3 5-3-3 5-0-13 4x5 II 4 3x4 = 3x4 = 3x4 = 7-8-14 14-3-2 21-4-0 7-8-14 6-6-4 7-0-14 �R PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - CONTRACTOR TYPE: C7 SOUTHERN TRUSS COMPANIES 2590 N. Kings Highway Fort Pierce, Fl. 34951 (772)464-4160 Fex:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gauge ASTM A653/653M Grode A or better hot -di ed Golvanized st el. PP 2. Connector pi tes are applied to both laces of truss at each hint. Where dimensions are not h -, plates are symmetrlcolly placed a�out joint or as indicated bY circles �o� 3. CC (ting•gnd fobr•ca Ion shall be accompfished using equipment producing snug f ling joints an lu�ly embedded plates. 4. Unl4ss otherwise noted, compresssion lop chard to be continuously braced by the oat sheathing. ` 5. me permanCffl structural restraint shown is to revenl buckling of individual truss = member ontl is not Intended o a bracing pplan for the roof structure or as a plan for the attachment Vended roo�to the bulltlIng. _ CAUTION: _ Trus es pa a don erou and at1 copse ddomoge and p rsopal to 1 'gm ffAr I haft ed nstalled aPVl orbrace . tlrating sh wn on this dPrawpg is (�1' �HtC�I� y BRACING. Refer to the Truss Plate Institute ?TPI) publication (SCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing gf metalgilate connected wyd t[usses . TPI is Ip o►ed qt p1g North 4ee Street Suite 31L, Alexandria VA ?2314, telephone: (70J�683-1010 E-mad: into®lpinst.org Read all manufactures WARNINGS enclosed with drawingacka e. �\L / ���� T C //// I� L� \ P • • • • r S / ♦ // ` / ` S l^ / 4/ •'{� L� i �• : O;'' �G3 y1 ` r Q. 15� + (� : "� Fj - - ) ^ C - Vy / - V �L ,• V \ F1-\� / csl r9C 00.51 Ire 0.x2 (..1d.) DER ) (I«) I/d.n L/d Qiln) -0." i:4 >999 i o wrr TL 0.os r /, /. ftuI LL 0.06 a-10 >999 240 I PLATES GRIP "sxo x4a/19J AS 18H 245/19J LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 (MATRIX) LapNG (p.l) 6pACING x-0-0 TCLL 30.0 I plot..I.er.... 1.00 TCDL 13.0 Lamb.r tncrsa.. 1.33 SCLL 0.0 R.p Str433incr YES SCDL 10.0 cad. FBC2olo/TPaoo7 //�Illlllltl�� ARCE ENGINEERING LUMBER TC 2 X 4 SP SS 'Except- T2 2 X 4 SP No.2 BC 2 X 6 SP No.2 'Except' Bi 2 X 6 SP SS EV12 X 6 SP No.2, EV22 X 6 SP No.2, W12 X 4 SP SS WB 2 X 4 SP No.3 -Except- W7 2 X 4 SP SS 2 - Ply REACTIONS (lb/size) 12.9388/Mechanical, 7-9503/Mechanica1 Max Uplift 12--2770(LC 3). 7--3035(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12--84f0/2520, 1-13--7057/2114, 13-14--71 3-16--9151/2761, 3-17--9151/2781, 4-17--9V 19-20--6923 2136. 20-21--6923/2136. 6-21--� BOTCHORD 12-22--106%50. 22-23--106/350, 11-23--106, 9-25--21J6/6923, 25-26--2136/6923, B-25--2 WEBS 1-11.-2867/9578. 2-11--4197/137B. 2-9--961, STANDARDF BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except and verticals. DOT CHORD Rigid ceiling directly applied or 10-0-0 oc, bracing. WEBS 1 Row of midpl 1-12 14, 2-15--9151/2781, 15-16--9.51/2781, 1.5-18--9151/2701, 5-19--692]/2136. TY:1 , NOTES 1) 2-ply truss to be connected together with IOd (0.131"x37 noib as lollows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - I row at 0-4-0 oc. Bottom chords connected as follows: 2 x 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) NI foods ore considered equally applied to all pliee, except if poled as front (F) or back (9) face I. the LOAD CASE(5) section. ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenrise indicated. 3) Wind: ASCE'7-10; 170mph(33ec gusl)Vosd-132mph; h-20ft; TCDL-6.Opf; BCDL-6.Opsf: Category 11; Exp C; enclosed: MwFRS (low-rise); Lumber DOL-1.33 plot. grip DOL-1.33. 4 Provide adequate drainage to prevent water ponding. 5 This truss has been designed for a 10.0 psi bottom chard Iive load nonconcunenl with any other live loads. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.33. Plate Increase-1.00 Uniform Loads (pll) Vert: 1-5--90, 7-12--20 Concentrated Loads (Ib) Vert: 1--814(F) 10--1129(8) B--t 121(5) 13--724(F)) 14--724(F) 15--724(F) 16.-724(F) 17--724(F) 18--591(F) 19.-591(F) 20--591(F) 21.-591(F) 22--1 t29(B) 23--1129(B) 24.-1129(B) 25--1121(B) 26--1121(B) 27--1121(B) 28--1121(8) 4-9-3 9-2-10 ,_-_ 13-8-1 18-5-0 4-9-3 4-5-7 4-5-7 4-8-15 5x7 = 3x5 = 1x4 II 3x4 - 3x5 = 5x7 = 1 13 14 2 15 15 3 174 18 5 19 20 621 V1 W1 W3 W5 W7 V2 12 22 23 11 24 10 9 25 26 8 27 728 3x9 II 7x8 = 5x6 = 6x8 = 7x6 = 3x8 II 4-9-3 9-2-10 13-8-1 18-5-0 4-9-3 4-5-7 4-8-15 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN - "CONTRACTOR TYPE: TO�5�7 FG1 - 2ply SEALING OF TRUSS DESIGN BASED UPON THESE CRITERIA: fabricated from 20gouge ASTM A653 653M Grade A better / //// ecsIc °o:eo v� ii; e'sui9., ieo PLATES GRIP I. Connector pplates are or hot -di etl galvanized steel. \\��\Vt T C P f4 / we 0.50 -o:is( wwrfn) 004 7 /e a/. AS20 246/195 A51eH 2. Connec�lPor plates are applied to both faces of truss at each 1'o nt. Vfiere �� �� C..ld.t a ,I LL 4.11 a-v >999 2eo 246/I95 LOADING DATE: Feb 2012 10.2d dimensions arp not h wn, plates are symmetrically placed about joint or as indicated by circles (�o� fabrcallon be lished • • J1L - �� •• i CRITERIA: ANSI TPI 1-2007(MATRIX)Version: SOUTHERN J. fling,gnd shall acc m using equipment producing snug fistting joints and fully embedded pla�esP •�G� .4 , �, �j yi nJ TRUSS a. Unl ss otherwise noted, compression top chord to be continuously braced by the 00� 6he0(hln . ` rfhe [1 ti r �` . 7 - LOADING (pet) SPACING 2-0-0 COMPANIES 5. ermoner�I structural restraint shgwn is to prevent buckling of individual truss member and is nol intended als a bracing plan fr the roof structure or as a plan _ -TOLL ( - I-- C - 30.o Males Inereose 1.00 TCDL 15.0 wma« mar.os. 1.33 for the ottochmen of the roo to the building CAUTION: (j•3 _- ecLL 0.o Rep s1r.s.lncr No BCDL 10.0 code rfu2010/TP12D07 2590 N. Kings Highway Fart Pierce, FI.34951 Trus es a be don erou 0nd ap copse Vmo a and p rsonal in f ' rl handed 1ns�alled on�l/or liroce� t7racing sh wngan this Pfrawipg is(�1' EE�I��J y fer TO Plate Institute �TPI) 13CSI 2008 BUILDING (772)464-4160 Fex:(772)318-0015 BRACING. R to the publication COMPONEN1gSAFETY INFORMATION. Guile to good practice for hondl'm installing Finettoly I to connected w 0dd t Ses . TPI 1 red lit. 81g North�e glreet \ '• !tL ,• ` v\\ g ,te 317, �lexandrfa VA?2�14 iel�ephone: (�O�f �B3-1010 E-moil: in a tpmst.org F� Read all manufocture s WARNINGS enclosed with drawing package. 'Ql111I110" ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 4 LUMBER BRACING NOTES TC 2 x 4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof five loads have been considered for this design. BC 2 % 4 SP No.2 4-0-IS oc puriins, except end verticals. 2 Wind: ASCE 7-10; 17omph(3sec gusl)Va.d. 132mph; h.2011; TCDL•6.Opal- BCDL•6.Opal; Category II; Exp C; enclosed; MWFRS (low-rise) WO 2 % 4 SP No.3 BOT CHORD Rigid ..ling directly applied or 8-6-6 oe and C-C Inlerior(1) zone; Lumber DOL.1.33 plate grip DOL.1.33. This Iruas is designed for C-C for members and forces, and OTHERS 2 x 4 SP No.3 bracing. for MWFRS for reactions specified. 1 - Ply 3 We truss has been designed for o 1a.0 pat bottom chord two load nonconculrenl with any other five loads. REACTIONS (Ib/six.) 2.1289/0-B-0, 7.1127/Methonical 4 Provide mechanic., connection (by others) of truss to bearing plate capable of withstanding 434 It, uplift at joint 2 and Mae Harz 2.357(LC 5) 283 lb uplift at joint 7. Max Uplift 2•-434(LC 6), 7.-283(LC 7) LOAD CASE(5) Standard FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2.0/60,2-J•-1728/658,3-4.-1468/683,4-5.-1387/671, 5-6.-568/262, 6-7.-440/244 DOT CHORD 2-10.-469/1364, 9-10•-198 922. 8-9.-196/922, 7-8.-441/1242 WEBS 3-10.-407/329, 4-10.-214 561,4-8w-192/437, 5-8.-319/297, 5-7.-1041/387 -1-4-0 5-8-13 1 11-0-0 16-3-3 21-1-0 1-4-0 5-8-13 5-3-3 5-3-3 4-9-13 4x5 II 4 3x4 = 3x4 = ,3x4 = 3x4 _ 7-8-14 14-3-2 21-1-0 7-8-14 6-6-4 6-9-14 �R PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO - CONTRACTOR TYPE: C8 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20. gauge ASTM A653/653M Grade A or better \\ 1 ���\ '�' �• /// �( cs, o:ii DM( In.) ve1h 1/d vai(n1 -0.22 i-io >099 199 i:o PLATES GRIP A920 246/195 hot -dipped olvanlzed s1ee1. 2. Connector plates are applied to both faces of truss at each in``. Where P / �\ �j we 0.64 (M.Ui I Herx(n) 0:03 7 /. n/+ wn!(LL1 0.06 5-10 >999 240 A516H 246/195 LOADING DATE: Feb 2012 Version: 10.2d 0Imenslons Orp not h wn, plates ore symmetrically placed about joint or as nd'Cated b c0cles �(* . dy b CC fabr fished fib- 3� i ••G� CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. (tin qn catIon shall a ace m using equipment roducin snug q gproducing g R m Joints an � tuftI embedded lalesp 4, Lin shotherwise notyed, c0mpres�ion lop chord to be continuously braced by the : , TRUSS COMPANIES 7 q ` 5. The permon4rft structural restraint shgwn i9 to revenl buckling of individual truss = member al is not Intended a$ a bracing ppion for,the roof structure or as a plan a , .ti r�nJ [,� "`/ h ( - LOADING (O.I) SPACING 2 -0 TOLL So.o I§.1.. In...... 1.00 TCOL 15.0 Lumber IMrw+s t.33 for the attachmen of the root to the bulltlin - F^ ; C - BCLL 0.0 Rep sb... In., YES 2590N.Kin Kings Highway B Bh Y Fort Pierce, Fl. 34951 CAUTION Trus es a e don rou and a copse domD e o d p rsopal In I' I hanged ms�alled an /or �broce� �rocing sh wn on is derawlp9 15W& E ffig y (!3 (G _ ecOL 1a.o c.a. rBc2ola/rpl2oa7 (772)464-4160 Fax:(772)318-0015 BRACING. R (er to the Truss Plate Instjlute �91) publication BgCSI 2008 BUILDING COMPON�EpNIg SAFETY INFORMATION. Guile to good prtaecctiicte� for hondlin instollinq \ � '. � ,• � g' 3 1 E-mall: In o ultellll'(,IAlexndnacVA2314�Telephone1(0���83-10p16North�ePtItpinst.org F�- Read all manufacture s WARNINGS enclosed with drawin //,."JFEs S A r//111IIIkkI1, ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 3 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof live foods have been considered for this design. BC 2 X 4 SP No.2 4-0-1 cc pur0ns. 2 Wind: ASCE 7-10; 170mph(3see gusl)Vosd-132mph; h.20fh TCDLw6.Opsf: BCDL-6.Dp31; Category If: Exp C; enclosed; MWFRS (low-rise) We 2 x 4 SP No-3 BOT CHORD Rigid —'H.9 directly applied or 9-7-6 oc and C-C Interior(1) Ifone; Lumber DOLw1.33 plot. grip DOL-1.33. This truss is designed for C-C for members and farces, and OTHERS 2 X 4 SP Nc.3 bracing. for MWFRS for reactions specified. 1 - Ply3 This truss has bean designed for o 10.0 pst bottom chord five load nonconcurrenl with any other live loads. REACTIONS (lb/sin) 2-1323/0-8-0. 6-1323/0-8-0 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 440 1b uplift at joint 2 and Mas Harz 2•-330 LC 4 440 Ib uplift at joint 6. ' Mae Uplift 2--440 LC 6). 6.-440(LC 7) FORCES (III) - Maximum Compression/Maximum Tension LOAD CASE(S) Standard TOP CHORD 1-2-0/60,2-3w-1791/670,3-4.-1531/698,4-5.-1531/698. 5-6--1791/67D, 6-7-0/60 BOT CHORD 2-10w-369/1418.9-10w-121/979. 8-9.-121/979, 6-8w-346/1418 WEBS 3-10•-408/330, 4-10w-217/555. 4-8.-217/555, 5-8w-408 330 —1-4,0 5-8-13 1 11-0-0 1 16-3-3 1 22-0-0 j3-4—p 1-4-0 5-8-13 5-3-3 5-3-3 5-8-13 1-4-0 1; 0 7-8-13 7-8-13 4x5 II 4 3x4 = 3x4 = 3x4 = 14-3-3 6-6-6 22-0-0 7-8-13 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO n T.-O LCUNTRACTOR TYPE: C9 Or De fabricated from 20 ESIGN gougeUPON ASTM A6 3/6553M Crude CA beettter t /l //// o: o ' ( ) vRL(R)2.0 PLATES GRIP I.SEALING ct platesareredSS or d PP U 'oin ����\` I I \ --TT`` P / BTO e we 0.22 -0.2�(I 8te 61/d. >1199 Hart(R 0.03 a n/a /a i.o +520 246/I83 AS18H 246/195 2. Connector plates ore applied to both laces of (cuss at each tt. Where dimensions ore not ,ohpwn, plates are symmetrically placed a�toul joint or as Indicated bY circles 1011. 3 fabri a ion shall bbe accomnlished equipment � V� , .... /� . .� , •' S;' /'.'{�i� Cy (uaai.t w.,e(LLI o.oe a-+o >999 LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN �yttinq qnd using producing snug i ``mg joints gndcluFly mbedded latex. 4. Unl ss otherwise note compression lop chord to be continuously braced by the •', nj� �'t TRUSS COMPANIES %a sheathing. — 5, TRfe permau t structural restrain/} shqwn is to revenl buckling of individual truss _ member Ontl is not Mended 0$ 0 restraint, pion for the roof structure or as a plan /`� 0- 4 7 LY ( / G3 — — LOADING (P.I) sPACO a 2-a-0 TCLL (.p Piai........... 1.00 rcOL 15.0 I Lamb.r Inerwe. 1.33 2590N.Kin Kings Highway 8 B y Fort Pierce, Fl. 34951 for the attachment of the roof to the building. _ CAUTION: _ es a be don erou and o copse dams e o d p rso0al (n f i I y ms�olled sbrace� �racmg �hls derawip9y }-- < — (n _ �G BCLL o.0 11, so-... roar YES BCOL +0.0 code FBC2010/TPI2OO7 (772)464-4160 Fax:(772)318-0015 hurt is�(�1' ElfI5� hurtan�l/or sh wngon BRACING. Rgfer to the Truss Plate Institute ('TPI) publication BCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing L/ \ f metlal late connected w Od tLusses .TPI I fed t, p1g North le gtreet quite 312PAlexandria VA ?2Yl4. telephone: (O3fe83 �010 E-moil: meta®tpmst.org F�- y COCj Read all manufacture s WARNINGS enclosed with drawing package. �i 1 /i. fiCril .�� /�!lllllllt��� ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof lire loads have been considered for this design. BC 2 x 4 SP No.3 2-9—f0 oc purlins. 2 wind: ASCE 7-10; 17Dmph(3sea gusl)Vasdw132mph: h-201t; TCDLw6.0psf; BCDLw6.0psf; Category II; Exp C; enclosed; MWFRS (low—rise) I —Ply SOT CHORD Rigid ceiling directly applied or 10-0-0 oc and C—C Interior(1) zone; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C—C for members and forces, and Draeing. for MWFRS for reactions specified. REACTIONS (lb/size) 1-110/2-9-10. 3w 110/2-9-10 3) This truss has been designed for a 10.0 psf bottom chord two load nonconcurrent with any other live loads. Moe Horz 1�-13((LC 4)) 4) Gable requires continuous bottom chord bearing. Ma: Uplift 1.-26(LC 6). 3w-26(LC 7) 5)))) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 26 III uplift at joint 3. FORCES (to) — Maximum Compression/Maximum Tension - TOP CHORD 1-2--93/57, 2-3--93/57 LOAD CASE(S) Standard BOT CHORD 1-3--18/54 1-4-13 2-9-10 1-4-13 1-4-13 2 2x4 // 2x4 2-9-10 2-9-10 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO n TI-6,dJLCbNTRACTOR TYPE: V3 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: I. Connector plates are fabricated from 20 gauge ASTM A653/653M Grade A or better \\\t T \\ / CS o.oe x b.b9 DEFL. .%v_1 yeii 999 vw,In3 a/o 999 PLATES GRIP hot—dippedolvonized steel. 'Dint. \\ _, ` P T [ /// ° � au0.00 rvr(n1 b:ba . �/e ./. Aszo 246/195 As1 p1 246/195 2. Connector lgates are applied to both faces of truss at each Where dimensions are not h wn, plates are symmetrically placed a{lout joint or as indicated b c rcleso� V •.. • • • / �r 31L / I LOADING DATE: Feb 2012 CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN 3. ��IW.g. gn�fobrication shall t e accImsplished using equipment producing snug I ling join s and fu ly ¢mbedded pia e - ,�i •'G� �' .; �,•' y� Version: 10.2d TRUSS 4. Unl ss otherwise noted, compression top chord to be continuously braced by the 00 sheathm . 1 �G3 r 4 , O l>1 = 1-116 (,.1) SPACING 2-0-0 COMPANIES 5. The permaner[t structural restraint shgwn i9 to Drevent buckling of individual truss _ member and is no c intended or a brocfnqp tan for the roof structure or as a plan but = (LJ : 4j — ( — }-- C — TCLL 30.0 P1of.. tre..... 1.00 TCOL f5.o Combs Iner.ae. 1.33 er"L o.o R.p Sims, incr YES I 2590 N. Kings Highway 34951y for the attachment of the roo to the ding. CAUTION: as a don a ou and a copse damage a d p rso0ol to f iirlAt I honAea brace. ills d�rowip9 EHt" ffiV y ; Uj _— BCDL 10.0 Code FSC201 D/TPI2007 Fort Pierce, Fl. (772)464-4160 Fax:(772)318-0015 ms�olled an�l/r0r racing sh wngon 1s�(�1' BRACING. Refer to the Truss Plate Institute TPI) publication BgCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handlfn installing!�L f metal I te.connected wsod t ses .TPI 1 abed ot. z1g No'tjl a Street •• \ `, /V quite 311, �lexondna VA ?2J14. �e�ephone: (TO�� 6B3-1010 E—mall: info®lpinst.org F Read all manufactures WARNINGS enclosed with drawing package. / e /�!llll111101'1 E ARCE ENGINEERING STANDARD PACIFIC 6610 QTY: 1 LUMBER BRACING NOTES TC 2 x 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1)) Unbalanced roof five loads have been considered for this design' BC 2 x 4 SP No.3 5-7-3 oc purlins. 2) Wind: ASCE 7-10; 170rnph(3,.c gust)vosd-132mph; h-201h TCDLw6.0psf; BCDL-6.Opel; Category 11; E.P C; enclosed; MWFRS (low-rise) OTHERS 2 x 4 SP Na.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc and C-C Inlerior(1) zone; Lumber DOL-1.33 plate grip OOL-1.33. This truss is designed for C-C for members and forces, and 1 - Ply bracing. for MWFRS for reactions specified. REACTIONS (Ib/size) 1:154/5-7-3, 3�154/5-7-3. 4�218/9-7-3 3 This truss has been designed for a 10.0 p31 bottom chord live load nonconcurrenl with any other live loads. Mox Harz 1-103(LC 4) 4 Goble requires continuous bottom chord baoring. Max Uplift I w-54(LC 7). 3w-62(LC 7). 4--18(LC 6) 5 Provide mechanical connection (by others) of truss to baoring plate capable of withstanding 54 lb uplift at joint 1. 62 ID uplift at joint 3 and 18 It, uplift at joint 4. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2w-100/69, 2-3--100/65 LOAD CASE(S) Standard BOT CHORD 1-4w-25/53, 3-4--26/53 WEBS 2-4--159/89 2-9-10 5-7-3 2-9-10 2-9-10 4x4 = 2 2x4 i, 1x4 11 2x4 \\ 5-7-3 5-7-3 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO :Q) UNTRACTOR TYPE: V5 SOUTHERN TRUSS�` COMPANIES 2590N.ICin Kings Highway B Bh Y Fort Pierce, FI. 34951 (772)464-4160 Fax:(772)318-0015 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: 1. Connector plates are fabricated from 20 gouge ASTM A653 653M Grade A or better hot-d) e i alvanlzed sl el. 9 9 / p q Oj 2. ConnetPlor plates are applied to both faces of truss at each tt'oinl Where dimensions ore not h wn, plates are symmetrically placed oDoul joint or as indicated by circles (�o� 3. CC (tin qnd tabricatt on shall fi6e acc m lished usin a ui menl roducin snu f�tmggjoints and III y mbeddad pla�esp g a P P g g 4. Unl ss oherwise note compression top chord to be continuously braced by the _ L00� sheathln . 5. the perman dt structural restraint shown i to prevent buckling of individual truss _ member ontl is no` intended as a bracing p)son for the roof structure or as a pion for the attachment of the root to the building. _ CAUTION: hgu esd cart qe �an$erou� and �0�1 copse �Dmoge apt jigo0al (njw��fETnpT�a ly hon a ms a le an /or race . racmg s Wn an his rawi)a9 is ttt�tl( UU BRACING. Refer to the Truss Plate Institute �TPI) publication HCSI 2008 BUILDING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing gf met I plate connected w Qd t sses . TPI I fed 21g Nortjl Le Street uile 5�2, Alexandria VA ?2gS14. �a ephone: (O��ab83 ��10 E-mail: in o®lpmst.org Read all manufactures WARNINGS enclosed with drawingpackage. \\t / \\ / \\ (� T � // \ -,,` P iR / \ V • , .... r• i \ cj>: i �1'.'{�V� •'rGj� �, ` Q •�' 13•` (u : `� G3 — — }^ C — C0 ' _ 4 \ �•' IF �/ \ 1 cs rc own 8 o 3 oErL (ice) v4.n L/4 M[LU .%. - Via049 i snt(n1) 0.00 -3 . /. PLATES GRIP Aszg 246/195 A518H 246/195 LOADING DATE: Feb 2012 Version: 1O.2d (� CRITERIA: ANSI TPI 1-2007 MATRIX LOADING (psf) SPACING 2-0-0 TCLL 30.o Pia1.. in.r.ax. 1.00 TCLL 15.o Lumb.r a cr.ase 1.33 BCLL o:0 Rep St.... Iner TES BCOL 10.0 code FBC2010/TP12007 r///llfillltl\� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 1 LUMBER BRACING NOTES TC 2 % 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof live loads have been considered for this design. Bc 2 x 4 SP No.3 6-0-0 oc pur6ns. 2 Wind: ASCE 7-10; 170mph(3sec gu3 l)Vosd-132mph; h-201t; TCDL-6.Opsf; BCDLw6.Opsf; Cotegory 11; Exp C; enclosed; MWFRS (low—rise) OTHERS 2 x 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc and C—C Interior(1) tone; Lumber DOL. 1.33 plate grip DOL-1.33. This truss is designed for C—C for members and forces. and 1 — Ply bracing, for MWFRS for reactions specified. REIICTIDNS (Ib/si2e) 1 w216/7-6-4, 3�216/7-6-4, 4�306/7-6—d 3 This truss has been designed for o 10.0 pst bottom chord five load nonconcurrenl with any other five loads. Max Harr 1.141((LC 9) 4 Goble requires continuous bottom chord bearing. Max Uplift 1:-7 LCC 7), 3w-87(LC 7). 4.-26(LC 6) 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 It, uplift at joint 1. 87 lb uplift at joint 3 and 26 Ito uplift at joint 4. FORCES (Ib) — Maximum Compression/Maximum Tension TOP CHORD 1-2w-140 96. 2-3w-140/8B LOAD CASE(S) Standard Bar CHORD 1-4�—J6�5. 3-4--36/75 WEBS 2-4.-222/119 3-9-2 7-6-4 - j 3-9-2 3-9-2 4x4 - 2 a�11 7-6-4 7-6-4 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO M NL CIDN TRACTOR TYPE: V7 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: from ASTM A653/653M Grade A \\\t 11// •r' I /// a66 v°EQi(LL) nia(w`I Veiia 929 n/. PLATES GRIP i. Connector plates are fabricated 20 gouge or better hot -dipped Golvonized steel. ' ��� C P � 9C o.2! .9 vwl(n) n/n 999 H..ITL) o.d0 ] n/. ./. A520 246/193 AS1aH 246/195 2. Connector plates are applied to both faces of Iruss of each in`.Where dimensions orp not hepwn, are symmetrically a�oul or as \ V' , .. �0.05 LOADING DATE: Feb 2012 Version: 10.2d plates placed joint indicated b r circles �ol. 3• C ttin fobr' b fished ` ri�- �!'.'' V� + w CRITERIA: ANSI TPI1-2007 MATRIX SOUTHERN qnd a ion shall a acc m usingequipment roducin snug sp producing g 1 ling joints an u ly gmbeddad glo e . �i 4 dcf f 4. Un Qss otherwise notes, compression top chord to be continuously braced by the 4 .�• . �, ' �4� �j TRUSS COMPANIES oat shealhin . 5. rTha permon¢rigI structural restraint shgwn i to revent buckling of individual truss = member an tl is no 4 intended as o brocing p)san for the roof structure or as a plan ` r Q 7 t� �_ [ a 4j — LOADING (v.l) BPACMD 2-0-0 TCLL %so PI.1..In...... 1.00 TCOL 15.0 Lumb.r lncr.... 1,33 for the attachmen of the roof to the building. - }^ C — fn = BCLL 0.0 Rep Slr.s. I— YES BcoL 10.0 toes rBc2olo/rPl2ow 2590 N. Kings Highway 8 B Y Fort Pierce, Fl. 34951 Trus esdcor��eganr�erous�ond�aCilcapse omageoptgp�ersopalInj1��1j1Empr�D ly hon a In le an /or race . rocmg s wn on his rawlpg 1s ttttt(� UU ' (772)464-4160 FBx:(772)318-0015 BRACING. Refer to the Truss Plate Institute �M) publication IiCSI 2008 BUILQING COMPONENT SAFETY INFORMATION. Guide to good practice for handling installing f mett4I�ulate connected w2p�od t sses . TPI Iy fed at. p18 North 4e Street a683-1010 !�L ,• \ quite 312, Alezandna Vp �2314. �elephone: (T03 f E-mad: i'n1O feet j F �- �p 9 Read all manufacture s WARNINGS enclosed with drowin acka e. �� /rllllllllt,\� ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 2 LUMBER BRACING NOTES TC 2 X 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1) Wind: ASCE 7-10; 170Mph(330C gusl)Vasdw132mph; hw2011: TCDLw6.Op9f; BCDLw6.Opsf; Category It: Exp C; enclosed: MWFRS (low-rise) BC 2 X 4 SP No.2 6-0-0 cc purrns. except end verticals. and C-C Inlerior(1) zone; Lumber DOLw1.33 plate grip DOLw1.33. This trues is designed for C-C for members and forces. and WB 2 X 4 SP No.3 -Except' EVI 2 x 6 SP No.2, EV2 2 X 6 SP No.2 SOT CHORD Rigid c+eing directly applied or 10-0-0 cc for MWFRS for reactions specified. 1 - Ply bracing. 2 Provide adequate drainage to prevent water ponding. REACTIONS (Ib/vie) 6:671/0-3-0, 4-671/0-3-0 3 This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other Ilre loads. Max Uplift 6-217(LC 4). 4w-217(LC 4) 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 6 and FORCES (Ib) - Maximum Compression/Maximum Tension 217 lb uplift at joint 4. TOP CHORD 1-6--604/344. 1-2--486/226, 2-3w-406/228, 3-4w-604/344 LOAD CASE(S) Standard BOT CHORD 5-6w-31/65. 4-5.-31/65 WEBS 1-5w-253/539, 2-5w-567/406. 3-5w-253/539 3x5 = 1 6-4-0 12-8-0 6-4-0 6-4-0 1x4 II 2 3x5 = 3 2x4 II 3x8 = 2x4 II 6-4-0 12—B-0 5-4-0 6-4-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER C -I.O TYPE: 13 SEALING TRUSS gaugeON THESE ARor beettter 111,CONTRACTOR t /` /// ( )cm V>Y99 j:O PLATES GRIP rTl ore fabricated from 20GN i. ASTM Ali 3/6553M Grade hot —di e� olvonlzed steel. P 2. ConneLpIor plgates are applied to both faces of truss at each int. Where ���\\ T [� / \ P r S . ti V + . • • • / 6Dc o:i: vre o.xe W., I Rn)-0.06(1 5' 6 1�x o.00 4 aye �, w 4 LL 0.01 5 >9uP 2.0 AS20 246/195 ASIBM 246/195 dimensions orp not h wn, plates are symmetrically placed o0ut joint or as indicated by circles �a 3 C (tinq fabr' be acc lished equipment - \ /j ` ��� i �!'.'G^� ty LOADING DATE: Feb 2012 Version: 10.2d CRITERIA: ANSI TPI 1-2007 MATRIX SOUTHERN qnd a Ion shall m using producing snug I ling joints an embedded Ia�esp �' �t . TRUSS 4. Unl ss otherwise noted, compresl'ion lop chord to be continuously braced by the 4. o0♦ sheathing. __ TfIte •', 4 ` �� 4 • `/ LOADING (D+1) sPACNc I" COMPANIES 5. ermanenl structural restraint shgwn i9 to revenl buckling of individual truss merrQber and is not intended or o bracingq plan for the roof structure or as o plan — 43 — w • ; — TCLL I Fiat.+lner.a+. 1.Do rcDL 15.o Lamb. Incrwea 1.33 2590 N. Kings Highway for the attachmentof the roo to the b1r11din . _ CAUTIONS Trus a Fa a dan erou and oL1 cause domo e o rso of n sbrace� �h�ispdFrowl�lyy trip { } - C — BCLL o.o R+p she++6er YES BCDL t0.0 Code FBC2010/TP12007 Fort Pierce, Fl. 34951 (772)464-4160 Fax:(772)318-0015 hond�esd Ins�olled anor tlracing sh wngon s%& BRACING. Reler to the Truss Plate Institute TPI) publication HCSI Z008 BUILDING COMPONENT SAFETY INFORMATION. Guige to good practice for handling instolling f me of plate connected w od tr sses .TPI I fed a z1g North le tree 41 \ i x Q`.' quite 512, Alexandria VA �2°514. 1Velephone: (T0J� b83-1010 E—mad: melo®tpinsl.org i F - �/ V Read all manufactures WARNINGS enclosed with drowinci Pockocie. r �/1111111111\��- ARCE ENGINEERING STANDARD PACIFIC (6610) QTY: 2 LIMBER BRACING NOTES Tc 2 x 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1 Unbalanced roof live loads have been considered for this design. BC 2 x 4 SP Na.2 6-0-0 oc purrms, except end verlicols. 2 Wind: ASCE 7-10; 170mph(35ee gust)Vasdw 132mph; hw201t; TCDLw6.OpsF BCDLw6.Opnl; Category II; Exp C; enclosed; MWFRS (low-rise) WB 2 x 4 SP No.3 •Except• EVI 2 x 6 SP No.2, EV2 2 x 6 SP No.2 DOT CHORD. Rigid ce0ing directly applied or 10-0-0 oc and C-C Inlerior(1) r...; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C-C for members and forces, and 1 - Ply bracing. for MWFRS for reactions specilied. WEBS 1 Row at m;dpl 2-5 3 This truss has been designed for a 10.0 pet bottom chord live load nonconcurrenl with any other five loads. REACTIONS (lb/size) 6-671/0-3-0, 4-671/0-3-0 4 Provide mechanical connection (by others) of truss to bearing plot. capable of withstanding 169 lb uplift at joint 6 and Mox Harr 6--262(LC 4 169 lb uplift at joint 4. Max uplift 6--169(LC 7). 4w-169(LC 6) LOAD CASE(S) Standard FORCES - Compression/Maximum Tension TOP CHORDD 1-2-2--54-545/291, 2-3:-545 291. 1-6w-607/315, 3-4w-607/315 BOT CHORD 5-6--334 306, 4-5w-87 114 WEBS 2-5w-85 120. 1-5w-162/256. 3-5w-163/268 ' PLATE: SIMPSON STRONG TIE SEALIN, I. Conne hot—d 2. Conne Itimen SOUTHERN Cradical 3. CUy(tin TRUSS sl COMPANIES r fotho 2590 N. Kings Highway Trus e Fort Pierce, Fl. 34951 hand�e (772)464-4160 Fax:(772)318-0015 BRACII I a 6-4-0 12-8-0 6-4-0 6-4-0 4x6 - 2 6 5 4 2x4 II 3x8 = 2x4 II 6-4-0 6-4-0 12-8-0 6-4-0 FURNISH A COPY OF THIS TRUSS DESIGN TO <=REICT ,N"CONTRACTOR :SIGN BASED UPON THESE DESIGN CRITERIA: from 20 ASTM A653/653M iel \\��"r/[ 'r a D.eS ted gouge Grade A or better \\\ -�,1 P [ /// weo:=s ied to both faces of runSs at each hint. Where plates are symmetricolly placed a�out joint or as \ V 0 .... LOADING ill li6e atta0inplished using equipment producing snug )edded late5. �/ G� �,• % CRITERIA: AI ompres�ian top chord to be continuously braced by the //��� r (�� Y` •../ •' LOADING (pst) restraint or to shgwn i9 n orethe buckling to individual truss ed o o bracing peon for the roof structure or as o plan f roo�t0 the bulldin = (j� ( — rcLL 30.0 TOOL IS.o ecLL o.o CA — — 8CDL 10.0 TYPE: 12 DErL V.rl((ll)) D.) Vd.n -0.02 4-5 >999 t/d 350 PLATES GRIP Vw10 -0.05 1-0 >999 240 A520 216/195 N,x.(R) . Lt -0.00 1 n/. -0.01 1-5 >D9D n/a NO AS12BH 246/195 DATE: Feb 2012 TPI 1—,2nn7 IIAATPIYI Version: 10.2d SPACING 2 Plot.. nen... 1.00 Lumber Incr.os. 1.33 Rep Slnu her YES Coda FBC2010/TP12D07 7(D ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 6 LUMBER BRACING NOTES ' TC 2 X 4 SP No.2 TOP CHORD Structural wood sheolhing directly applied or 1 Unbalanced root live loads have been considered for this design. BC 2 X 4 SP No.2 6-0-0 oe pattire. except end verliccis. 2 Wind: ASCE 7-10; 170rnph(33ec qusl)Vosdw 132mph; h.201F TCDLw6.0psf; BCOLw6.0pef: Category 11; Exp C; enclosed; MWFRS (law -rise) WB 2 X 4 SP No.3 -Except- EVl 2 X 6 SP No.2, EV2 2 X 6 SP No.2 BOT CHORD Rigid cell;nq directly applied or 10-0-0 ac and C-C inlerfor(1) zone; Lumber DOLw1.33 plate grip DOLw1.33. This truss is designed for C-C for members and forces. and OTHERS 2 X 4 SP No.3 bracing. for MWFRS for reoctions specilied. I - Ply WEBS 1 Row al midpt 3-7 J This truss has been designed fora 10.0 psi bottom chord five load nonconc(Tenl with any other live loads. REACTIONS (lb/size) 8-812/0-3-0. 6-812/0-3-0 4 Provide mechanical connection (by others) of truss to bearing plate of joinl(e) S. Maz Hart 8w-258 LC 4 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 Ib uplift at joint 8 and Max Uplift 8--246(LC 6). 6w-246(LC 7) 246 It, uplift al joint 6. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-0/90. 2-3—530/340.3-4--530/340,4-5-0/90. 2-8w-749/498. 4-6w-749/498 LOAD CASE(S) Standard SOT CHORD 7-Bw-313/320. 6-7:-57/82 WEBS 3-7w-101/114, 2-7w-140/286, 4-7.-141/287 -1-4-0 6-4-0 1-4-0 6-4-0 4x6 = 3 12-8-0 14-0—L 6-4-0 1-4-0 8 7 6 2x4 II 3x8 = 2x4 II 6-4-0 12-8-0 6-4-0 6-4-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO .TRACTOR TYPE: 11 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: Connector fabricated from 20 ASTM A653/653M Grade A better \\ T ll/ I` /// Cs. re o:is DEFL�� (I.) Ud.n L/4 ait7il 7-e 1929 360 PLATES GRIP I. places are gauge or hot—dtVpad galvanized steel. 'Dint. \\\ r�-• \ -,,` T L ,p / P `. //� we o.0 -o:o°2 Harr -o.00 a /, /, i; 2-0 A52o 246/193 ASI6" 246/195 2. Connector ples are applied to both faces of Iru s at each Where gir!)ensions arp not h wn, plates are symmelrica�ly placed a�lout joint or. as Indicated b circles �oP \\ V' • • • • •'' " i 5;- i (.aid.) es a 0.01 7 >v99 LOADING DATE: Feb 2012 SOUTHERN 3• CC (ling gnayfabr cotton shall be Dcc m fished using equipment producing snug Ting joints and fully embedded pia e . ^++� :•C(!� W� 10.2d CRITERIA: ANSI TPI 1-2007(MATRIX)Version: TRUC^ SS 4. Un 8ss otherwise noted, compression top chord to be continuously braced by the oaf sheathm _� TBie is buckling 4. ` �� l� ^ / LwaNa (P.0 SPAC NO 2-0-0 COMPANIES 5. perman r�t structural restraint shown to revent of individual truss member an� is n intended ols a brocing gplon for the roof structure or as a plan — Tor - - 5 TCLL 3o.a PIaI..In4r.a.. I.ao TcoL 15.0 I Lamb•r Iner.ae• 1.33 2590 N. Kings Highway B eh Y Fort F1.34951 n� the OtlOChmen of the too to the bullain _ CAUTION: Trus�e� cor� I�e gontrou� and �o�I copse r�omage a�q p�Prsopal Inj Iu�11fE(�gr�ly _ hen I— : i — — (n — BCLL 0.0 Rep Slr•ae h,cr 7E5 BCDL 10.0 code FSC20I0/TP12007 Pierce, (772)464-4160 Fax:(772)318-0015 a ms o le an /or race ., rocmg s wn on Is rawlpg Is BRACING. R fer iss the Truss Plate Institute ?TPI) publication BCSI 2008 BUILQING COMPONENIg SA FtTY INFORMATION. GuiQe to good practice for hondling installing I wood t TPI I9 t. Z1g North Street ' t2 \ ` 4f met plate connected sees . q�ed 4es Suite 3�'(, Alexandria VA 72g314, elephone: (OJ�b93 �010 E—mail: mto®lpmst.org •' FL Read all manufactures WARNINGS enclosed with drowina oackciae. / d6 I ARCE ENGINEERING STANDARD PACIFIC 6510 QTY: 3 LUMBER BRACING NOTES TC 2 K 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or t)) Unboianeed roof live foods have been considered for this design. BC 2 x 4 SP No.2 6-0-0 oa purfins. 2) Wind: ASCE 7-10; I70mph(Jsec gust)Vosdw132mph; hw2011; TCDL•6.0psf; BCDLw6.0psf; Category If: Exp C: an.[ ... d; MwFRS (lo.—rise) WO 2 x a SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oa and C—C Interior(1) zone; Lumber DOLw1.33 plate grip DOL-1.33. This truss is designed for C—C for members and forces. and OTHERS 2 x 4 SP No.3 bracing. for MWFRS for reactions specified. I — ply 3 This truss has been designed far a 10.0 pst bottom chord five load nonconcurrenl with any other live loads. REACTIONS (lb/eize) 2-8f0/0-8-0, 4.810/0-8-0 4; Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 Ib uplift at joint 2 and Max Harz 2w-272 LC 4 301 to uplift of joint 4. Mo. Uplift 2�-301 LC 6;. 4--J01(LC 7) FORCES — Maximum Compression/Maximum Tension LOAD CASES) Standard TOP CHORD 1-2•0/80,2-3w-736/259, 3-4.-736/259, 4-5-0/80 DOT CHORD 2-6--33/426. 4-6--33/426 WEBS 3-6-0/286 -1-4-Q 6'-4-0 12-8-0 114-0-Q r 1-4-0 6-4-0 6-4-0 1-4-0 4x6 = 3 6-4-0 12-8-0 6-4-0 6-4-0 PLATE: SIMPSON STRONG TIE FURNISH A COPY OF THIS TRUSS DESIGN TO ER N' CONTRACTOR TYPE: 14 SEALING OF TRUSS DESIGN BASED UPON THESE DESIGN CRITERIA: \\ t CS1 orn Dart I/d.n L/d PLATES GRIP I. Connector plates are fabricated from 20 gauge ASTM A653/853M Grade A or better ���\ r //// PC a9: a vrtiliil -0: o 13 >99e tin As20 246/195 hat-dlppe(1 0alvonized steel. -w` p, •' • . l we AI "me Rl 0.01 . /. /. AS18H 246/195 2. Conne for pliltes are applied to both faces of truss at each ' in``. Where �� V 9 �j (..I M ,I a 0.0e 1-6 >u99 240 dimensions orp not h wn, plates are symmetrically placed aeout joint or as >iC DATE: Feb 2012 indicated by cacles �oP 5r LOADING 3. CC tting qnd fabr Gallon shall be accomolished using equipment producing snug G?` i CRITERIA: ANSI TPI 1-2007 MATRIX Version: 10.2d SOUTHERN I ling joints an r� fully embedded plates. �• 4. Unll ss otherwise noted, compresssion lop chord to be continuously braced by the nj� TRUSS Loo�l sheathing. Q- O \=\ LOADING (9.1) SPACING 2-0-0 5, a perman nt structural restraint shgwn i to revent buckling of individual truss = [� : - TOLL. 30.0plat.. I...... 1.00 COMPANIES member and is no intended a a bracing plsan for the root structure or as a plan - TcoL 15.0 I Lumber [—.a., 1.33 for the attachment of the roo�to the bull�in� g. = I-- C - Bcu 0.0 Rep slne.6rtr YES 2590 N. Kings Highway 9�J., (G ecoL 10.o Goes Fec2olo/Tpltoo7 B B y Trus es pa a don erou and o copse0amoge a l p rsopal 'n f iL�]pt I N Fort Pierce, FI.3495I handed installed an�f/or �brace� racing sh wn on this derawlpq is(�1' (772)464-4160Fax:(772)318-0015 BRACING. Rfler to the Truss Plate Institute �TPI) publication 6CSI 2008 BUILDING ' \ COMPONENT SAFETY INFORMATION. Guile to good practice f22orghondlinpL installing / �( (�L ,• y gt metal�plate connected od tUfsIPs . TPI��SOgFgbted �b101 ENmail: info®tpinst.org F�- ulte 12 Alexandria VA 20314. fete hone: JJl/ 8833 Read aII monufacture s WARNINGS enclosed with drowing package. "III IIIIIW, ` Planning & Development Services Department ' Building & Code Regulations Division z 2300 Virginia Avenue, Fort Pierce, FL 34982 — (772) 462-1553 Certification for Design Load.Comptiance Project Name: Project Address: Permit #: Occupancy Type: Construction Type: INSTRUCTIONS FOR USE: • This certification must be completed,_ signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o- Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. * Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE: Florida ]5JJ&41qJ Code 2010 Edition with 20 -- Supplements using ASCE 7-10 2. Structure Designed as (check one): Enclosed Partially Enclosed Open 3. Risk Category: _I X, II III IV Exposure Category: x B C D 4. Design Wind Velocity mph ASD K RFD End Zone Width: ft 5. Mean Roof Height Roof Pitch: :12 Parapet: ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): Zone 1: 34, _Zone 2: g Zone 3: 8�_ Zone 4: 14 Zone 5:Garage: 3.5-,6 7. Design Loads: Floor: 6_PSF Roof/,Dead: 9-5 PSF Roof/Liver() Balcony: 60 PSF Dock: PSF Deck: — PSF Stairs: _00 PSF Fence: 15 PSF Railings: — PSF 8. Were Shear Walls Considered For Structure? X Yes Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? ✓' Yes Not Applicable Explain Why Not: 10. Design Soil Bearing Pressure: WCO PSF Soil Test Reports Submitted? Yes KDESIGN PROFESSIONAL CERTIFICATION STATEMENT:,.:......_._- ..... .........____._,:..,......•... I certify that, to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie , County. I also certify that structural elements depicted on these plans provide adequate resistance to the design forces specified: Signature, Date, and Seal Gary M Do ogle PF . Print Name Spealalty Engineering Consultant, la%rt #,&.Co. Cert Auth. 1599 SW 30th Ave., Suite 20 .,. ,.. ,_Boynton.Beach,FL33426 FL PE# 056214 FL CAI 009217 Company Name & Address SLCCDV Form # 020-12 Revised 3/15/12 (JS) Building Permit # Planning & Development Services Department Building & Regulations Division Product Review Affidavit Lot 27 Owners Name Standard Pacific Homes Applicant: Product Opening Design Pressures Product Rated Design Pressure Manufacturer Model Number Product Approval Number Glass Type Method of Attachment Windows +42.5/-57.5 +80/-80 PGT 700 FL-11-1013.14 Impact 2-Tapcon in Head, 5-Jamp Mullions PGT FL-11-0922.01 Fixed Glass +43.9/-47.5 +80/-80 PGT 701 FL-13-0502.03 Impact Tapcons-Max O.0 Spacing 12" Block Glass NA Skylights NA Sliding Glass Doors Swing Type Doors +40.0/-43.6 +501-55 Therma Tru Smooth Star FL-14665.1 Imapct Wood Screws French Doors +34.9/-38.5 +55/-55 Therma Tru : Smooth Star FL12334.1 Impact Install w/CBS Const. 1X buck w/ITW 1/4" anchors Garage Doors +40.4/-36/8 + Amarr : 950 13-0503.6/.8 Impact 2 X 6 Vertical wood jam attachment to 2000 PSI Concrete using Hurricane Protection NA Hitli quick bolts Roof Ventilation RoofingMaterial NA. P(1) -39.1 P (2) -68.1 P 3 -100.7 Eagle Roofing Double Eagle FL7473.R5 NA Mechanically (2) #8 2 1/2 Screws I have reviewed the above components or cladding and I have approved their use in this structure. These products provide adequate resistance to the wind loads and forces specified by current code Jprovisions. Name: Signature: seal Design Prof: (�c.�TI��G% Cert. No.��j� Date: Florida. Building Code Online ]Page 1 of 2 h C �n^S .alb n �h Z� �'x�'�✓a�P�l n b 'S'�"} � E c 1 �� {jjFj, �'�c: —_....,.., n�. F� - . i'� {4 '�•Y' '�� "` t 'L Ra4'e �R•,,t ry( r ,p1-11 Yi_ .{ .: Ra—y�a�..J• u-i w. -1'. I{ =SfC ti Pvida-No3ftrry tq BCIS Home Log In User Registration I Hot Topics I Submit Surcharge i Stats & Facts Publications FBC Staff I BCIS Site Map 1 Links I E Business'}� Professib, nal „t� USER; PPu`t AUser al Reguiaffon Product Approval Menu > Product or Application Search > Application List > Application Detail FL Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name Who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL7473-R5 Affirmation 2010 Approved EAGLE ROOFING PRODUCTS FLORIDA LLC 1575 East CR 470 Sumterville, FL 33858 (800)400-3245 annettes@eagleroofing.com Annette Sindar annettes@eagleroofing.com Greg Peterson 1575 East CR 470 Sumptervitle, FL 33585 (800)400-3245 gregp@eaglemoflng.com Roofing Roofing Tiles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 Architectural Testing, Inc. 12/31/2014 John W. Knezevich, PE El Validation Checklist - Hardcopy Received FL7473 115 COI Trinity ERD CI - Nieminen.pdf Referenced Standard and Year (of Standard) Standard ASTM C1492 FRSA/TRI07320 SSTD 11 Equivalence of Product Standards Certified By Sections from the Code Year 2003 2005 1997 httn://www.floridabuildin-a.org/nr/nr ann dt1.asnx?naram=wGEVX0 tDa... 10/11/2013 Florida Building Code Online Page 2 of 2 pI affirm that there are no changes in the new Florida Bi Code which affect my product(s) and my product(s) are it compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity -; Yes ;° No • N/A FL7473 R5 COC s1tr032712 Affirmation FL7473-R4.Ddf Product Approval Method Method 1 Option D Date Submitted 03/27/2012 Date Validated 03/27/2012 Date Pending FBC Approval Date Approved 04/02/2012 or Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See Section 5 of Evaluation Report for Limits of Use. rile roofs are analyzed for wind resistance through wertuming moment. Referto FRSA/TRI 07320 for roof tiles installation Instructions FL7473 R5 II er062311FINAL EAGLE FL7473-113 TIL' Verified By: Robert J. M. Nieminen PE - 59166 Created by Independent Third Party: Yes -valuation Reports FL7473 R5 AE er062311FINAL_EAGLE FL7473-R3 TII Created by Independent Third Party: Yes Back Next Contacts :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Rely Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.48 *Pursuant to Section 455.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Dep with an email address if they have one. The emaiis provided may be used for offidal communication with the licensee. However email address - public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made avail the public. To determine if you are a licensee under Chapter 455, FS., please dick here . Product Approval Accepts: t � OUR PERMUTE �, I-----,r-_-____ A+i 6o„-%r9imarom---xArrTRATYOu4nn__ 10/11 /2013 \1 TRINITY] ERD EXTERIOR RESEARCH & DESIGN, I.I.C. FL CERTIFICATE OF AUTHORIZATION #9503 March 27, 2012 Ted Berman, P.E. v Ted Berman and Associates, LLC. 925 41 n Street, Suite 104 Miami Beach, FL 331.40 RE: [EAGLE ROOFUNG PRODUCTS FLORIDA LLC Afformation of FL7473-R3 Dear Ted: This letter serves to document that we have reviewed FL7473-R3 and our, Evaluation Report E 1322C.09.06-R2 dated 06/23/201 I, which forms the basis thereof, with respect to the 2010 Florida. Building Code. Nothing in the Code has changed that affects our Evaluation Report, and we have authorized the applicant to document compliance with the 2010 FBC through the Affirmation Process. Please contact our Connecticut office with any questions. Respectfully submitted, Robert Nieminen, P.E. Vice President Florida Reg. No. 59166 robertnieminenna trip erd.com The facsimile seal appearing on this document was authorized by Robert Nteminen, P.E. 59166 on 3/27/2012. This does not serve as an electronically signed document. Original, signed & sealed hardcopies forthcoming via courier OtlIL ING 'SCIENCE KEtEt4iiC.ti _ } DESIGN .1 CONSULTAT10K. MAIN OFFICE: 80 YESLER WAY. SUITE 200 1 SEATTLE, WA 98104 1 TEL: 206 467 0054 1 FAX:206 267 0267 CONNECTICUT: 353 CHRISTIAN STREET, UNIT 13 1 OXFORD, CT 06478 1 TEL: 203 262 9645 1 FAX: 203 262 9243 LABORATORY: 10 MAUNEY COURT I COLUMBIA, SC 29201 1 TEL: 803 988 8133 1 FAX: $03'988 81 1 1 Y_ ' T I IE D I EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Eagle Roofing Products Florida LLC. Evaluation Report E1322C.09.06-R2 1575 East Country Road 470 FL7473-R3 Sumterville, FL 33585 Date of Issuance: 02/24/2009 Revision 2: 06/23/2011 SCOPE: This Evaluation Report is issued under Rule 9N-3 and the applicable rules and regulations governing the use of ,construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2007 Florida Building Code sections noted herein. DESCRIPTION: Eagle Roof Tiles LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a. complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 4. Prepared by: �P Robert 3.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E. on 06/23/2011 This does not serve as an electronically signed document. signed, -sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CER77MCATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will It acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity IERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S H ! E�� ROOFING SYSTEM E"LUXIMON: 1. SCOPE: Product Category: Roofing Sub -Category: Roofing Tiles Compliance Statement:. Eagle Roof Tiles, as produced by Eagle Roofing Products Florida LLC, have demonstrated compliance with the following sections of the Florida Building Code through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: 1507.3.5 Physical Properties ASTM C1492 2003 1507.3.7 Attachment Requirements FRSA/TRI 07320/8 2005 1715.2.1 Overturning Moment SSTD 11 1997 3. REFERENCES: Entity ATL (TST 3782) ATL (TST 3782) ATL (TST 3782) ATI UA 1844) Examinatioii Reference mate ASTM C1492 RT0324.01-11 04/03/2011 ASTM C1492 RT0324.02-11 04/03/2011 ASTM C1492 RT0324.03-11 04/03/2011 FRSA/TRI 07320 & SSTD 11 Membership Letter 11/29/2005 Quality Assurance Service Confirmation Exp. 12/31/2014 4. PROD CT DESCRIPTION: 4.1 BEL AIR, DOUBLE EAGLE BEL AIR, PONDEROSA, DOUBLE EAGLE' PONDEROSA and GOLDEN EAGLE are low (flat) -profile concrete roof tiles having a smooth or textured surface. Be] Air Ponderosa Golden Eagle 1i i2it" Double Eagle Bel Air Double Ponderosa Exterior Research and Design, LLC. Evaluation Rdport E1322.09.06-R2 CerMcate ofAuihorization #9503 f F1.7473-113 Revision 2: 06/23/2011 Page 2 of 4 t R. 4.2 MAL=Bu are medium -profile concrete roof tiles. wt.. mix 4.3 CAPmiumo are high -profile concrete roof tiles. S. iLIMITATiom 5.1 This Evaluation Report is not for use in the HVHZ. 5.2 Fire classification is not part of this evaluation; refer to FBC Section 1505.2, or current Approved Roofing Materials Directory for fire rating of this product. 5.3 Installation shall comply with manufacturer's current published instructions, but not less than the requirements of FBC Section 1507.3 and the FRSA/TRI 07320. 5.4 For mechanically attached tiles, attachment for wind load resistance shall be in accordance with FRSA/TRI07320/8-05. 5.5 For mortar -set or adhesive -set tiles, attachment for wind load resistance shall be in accordance with FBC Section 1609.5.3 and the mortar or adhesive manufacturer's Product Approval. 5.6 All products in the roof assembly shall have quality assurance audit In accordance with the Florida Building Code and F.A.C. Rule 9N-3. 5.7 This Evaluation Report is limited to use on projects in areas subjected to weathering indices of 50 or less (negligible weathering), as outlined in Figure 1 of ASTM C1492-031, reproduced below for reference. 56 50 •:: .:.::. 50 �.:•. wEATHERING REGIONS m.NEGLIGIBLE WEATHE:R-IN-G- MODERATE WEATHf'RING SEVERE ,WE-ATHE'RING' Exterior Researeil and Design, LLC. Certificate of Aathorizadon #9503 0 Evaluation Report E1322.09.06-112 FL7473-R3 Revision 2: 06/23/2011 Page 3 of 4 f M 'N E D 6. INSTALLATION: 6.1 Eagle roof tiles may be mechanically fastened, mortar -set or adhesive -set. Installation shall comply with manufacturer's current published instructions, but not less than the requirements of FBC Section 1507.3 and the FRSA/TRI 07320. 7. LABELING: 7.1 Each unit shall bear the imprint or identifiable marking of the manufacturer's name or logo. Tile lots shall be labeled in accordance with the requirements of the Accredited Quality Assurance Agency noted herein. 7.2 Tile not tested for freeze -thaw shall state clearly that the lot has not been tested for freeze - thaw acceptance on all lot tags or certification. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the noted QA agency for information on product locations covered for F.A.C. Rule 9N-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: Architectural Testing, Inc. — QUA1844; (717) 764-7700 - END OF EVALUATION REPORT - ASTM C1492-03, Standard Specification for Concrete Roof Tile, © ASTM International Exterior Research and Design, LLC. Certfflcate of Authorhadon #9503 Evaluation Report E3322.09.06-112 FL7473-R3 Revision 2: 06/23/2011 Page 4 of 4 Florida's Leading Engineering Source Geotechnical • Construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance March 25, 2014 Standard Pacific Homes, South Florida 3201 West Commercial Blvd. #230 Ft. Lauderdale, Florida 33309 RE: Geotechnical Exploration - Riverbend Lot 27 NE Corner of Gilson Rd. & NW Turnabout Ln. St. Lucie County, Florida GFA Project # 13-0065.00 GFA International performed a geotechnical exploration for the site with Cone Penetrometer Test (CPT) soundings and auger borings on each lot. The results are presented in the GFA Geotechnical Report entitled "Proposed Riverbend Development: Lots 1 - 47" dated February 14, 2014. For Lot 27, the subsurface soil conditions are generally favorable for the support of the proposed structures on shallow foundations. An allowable bearing capacity of 2,500 or 3,000 psf may be used for foundation design provided the site preparation recommendations contained in the report are followed. For site preparation recommendations, basically the subgrade soils should be improved with compaction from the stripped grade prior to constructing the foundation pads. The top 2 feet below stripped grade should be compacted to a minimum of 95% density prior to placing fill to achieve final grade. Fill (including stemwall backfill) should be placed in 12-inch lifts and compacted to achieve a minimum 95% density. After excavation for footings, the subgrade to a depth of 2 feet below bottom of footings should be compacted to achieve a minimum 95% density. Test results and inspection reports will be submitted under separate cover. We appreciate the opportunity to be of service to you on this project and look forward to a continued association. Please do not hesitate to contact us if you have any questions or comments, or if we may further assist you as your plans proceed. Sincerely, GFA International, Inc. FBPE C #48 ►Deco M Eq °®oo ,fir• � •. EI S r $ ®technical EngMeer FI®r4di R,gistr§tion:Noo.:a675 Codes'-iliegtO��e` 0 Ft- �0FES S\ 0���e�. ccc1JI1111 O 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 (772) 924-3575 (772) 924.3580 (fax) www.teAmgfa.com OFFICES THROUGHOUT FLORIDA STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM CONSTRUCTION PERMIT CONSTRUCTION PERMIT FOR: OSTDS New APPLICANT: . (Standard Pacific Of FL. GP Inc.) PROPERTY ADDRESS: 13301 NW Baywood PI Port Saint Lucie, FL 34952 LOT: 27 BLOCK: SUBDIVISION: Riverbend PROPERTY ID # : 4425-703-0032-000-8 PERMIT #:56-SF-1524501 APPLICATION #: AP11'17A99 DATE PAID: FEE PAID: RECEIPT #: DOCUMENT #: PR931977 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER . 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,200 ] GALLONS / GPD Septic CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ ] D [ 767 ] SQUARE FEET Drainfield SYSTEM R [ ] SQUARE FEET N/A SYSTEM A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [x] MOUND [ ] I CONFIGURATION: [ ] TRENCH [x] BED [ ] N _ F LOCATION OF BENCHMARK: CL of Radcliff and Baywood I ELEVATION OF PROPOSED SYSTEM SITE [ 8.00 ][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 8.00 ][ INCHES FT ][ABOVE BELOW BENCHMARK/REFERENCE POINT _ L D E O T H E R 1LL xiPQU1i(ZD: L -lb.UUJ 11NC:dr:J 152LGAV1VX-LU1N 1tL'WU-U<4LJ: L 1 .LNUnkaab The system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for, a total estimated flow of 460 gpd. The licensed contractor installing the system is responsible for installing the minimum category of tank in accordance with s. 64E-6.013(3)(f), FAC. SPECIFICATIONS'BY: Andrew R Gatewood TITLE: E 4-1 S ' 14 4-II -APPROVED BY: DATE ISSUED: nvironmen a pecia is TITLE: Environmental Specialist II Andrew R Gatewood m/nri/2n14 EXPIRATION DATE: DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC v 1.1.4 AP1137922 SE921721 St. Lucie CHD 09/05/2015 Page 1 of 3 NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for 4. administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 4052 Bald Cypress Way, BIN # A02, Tallahassee, Florida 32399-1703. The Agency Clerk's facsimile number is 850-410-1448. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a'final order'. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules of Appellate Procedure. Such proceedings- may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of Health and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30. days of rendition of the final order. FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION "' Florida Department of Business and Professional Regulation -Residential Performance Method Project Name: Standard Pacific RB Stamford Lot 27 Builder Name: Standard Pacific Homes Street: 1330 1 (%(W Ratwc-to Puce Permit Office: St. Lucie City, State, Zip: Port St. Lucie , FL , Permit Number: Owner: Standard Pacific Homes Jurisdiction: Design Location: FL, Fort Pierce �7 2-7 .1. New construction or existing New (From Plans) 9. Wall Types (3971.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 3646.00 ft2 b. Frame - Wood, Adjacent R=11.0 325.43 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (3483.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 3483.00 ft2 6. Conditioned floor area above grade (ft2) 3483 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(965.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 640 a. U-Factor: Dbl, U=0.60 472.06 ft2 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.59 288.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 57.0 SEER:15.00 c. U-Factor: Dbl, U=0.77 136.00 ft2 SHGC: SHGC=0.22 13. Heating systems kBtu/hr Efficiency d. U-Factor: other (see details) 68.99 ft2 a. Electric Heat Pump 56.0 HSPF:8.50 SHGC: other (see details) Area Weighted Average Overhang Depth: 8.469 ft. Area Weighted Average SHGC: 0.300 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3483.0 sqft.) Insulation Area EF: 0.910 a. Slab -On -Grade Edge Insulation R=0.0 3483.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.277 Total Proposed Modified Loads: 48.74 PASS Total Standard Reference Loads: 65.44 I hereby certify that the plans and specifications covered by Review of the plans and 'V14E STAB, this calculation are in compliance with the Florida Energy specifications covered by this '���� i ~ w ',^ �' Digitally signed by Chris Wildroudt Code. Wildroudt, c=US, Chris calculation indicates compliances ci` • , �+ inChris o=Engineered Air, t.Lc, o�=New Construction Sales and with the Florida Energy Code. Before is ti..: • % y PREPARED BY: -Engine . DATE: email=chrisw engineeredairllc. i-Id-r-o-a-d# construction completed this building will be Inspected for compliance with Section 553.908 y C7 # v oom Date: 2014.02.1014:03:40 -05'00' I hereby certify that this building, as aesigned, is in compliance Florida Statutes. / 4 with the Florida Energy 1 • 00yW-6 43 OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Heat sys #1 may be undersized. Size of 56.0 was increased to 69.9 for simulation. Please review the Manual J8 report. 2/10/2014 2:00 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 6 PROJECT Title: Building Type: Owner:' # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Standard Pacific RB Stamford User Standard Pacific Homes 1 Standard Pacific Homes St. Lucie Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 3483 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: Whole House Fan: Address Type: Lot # Block/SubDivision: PlatBook: Street: . County: City, State, Zip: Lot Information 27 Riverbend St. Lucie Port St. Lucie , FL, CLIMATE Design Location TMY Site IECC Design Temp Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Fort Pierce FL ST_LUCIE_CO_INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 3483 37334.9375 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 AC 1 First Floor 3483 37334.9387 No 5 4 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio AC 1 First Floor 372 ft 0 3483 ftz ___ 0 0 1 ROOF / V # Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel tile 3895 ftZ 0 ftZ Medium 0.65 No 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 3483 ftz N N CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) AC 1 First Floor 30 3483 ft2 0.11 Wood 2/10/2014 2:00 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 6. WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below lL7'-Vna Space R-value Et In Ft In Area R-Vnh P Fraction4 ° 1 E Exterior Concrete Block - Int Ins9NC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 2 E Exterior Concrete Block - Int InsiMC 1 First Flo 4.1 10 0 10.67 0 106.6999 0.4 0 0.4 0 3 E Exterior Concrete Block - Int InSOIC 1 First Flo 4.1 13 0 10.67 0 138.7100 0.4 0 0.4 0 4 E Exterior Concrete Block - Int Ins6NC 1 First Flo 4.1 12 0 10.67 0 128.0400 0.4 0 0.4 0 5 S Exterior Concrete Block - Int Ins6NC 1 First Flo 4.1 80 0 10.67 0 863.5999 0.4 0 0.4 0 6 S Exterior Concrete Block - Int InsAC 1 First Flo 4.1 13.5 0 10.67 0 144.0449 0.4 0 0.4 0 7 W Exterior Concrete Block - Int InsAC 1 First Flo 4.1 34 0 10.67 0 362.7799 0.4 0 0.4 0 8 W Exterior Concrete Block - Int Ins0IC 1 First Flo 4.1 20 0 12.67 0 253.3999 0.4 0 0.4 0 9 N Exterior Concrete Block - Int InsONC 1 First Flo 4.1 14 0 10.67 0 149.3800 0.4 0 0.4 0 10 N Exterior Concrete Block - Int InsiNC 1 First Flo 4.1 24 0 10.67 0 256.0800 0.4 0 0.4 0 11 N Garage Frame - Wood AC 1 First Flo 11 8 0 10.67 0 85.36000 0.4 0.4 0 12 W Garage Frame - Wood AC 1 First Flo 11 6 0 10.67 0 64.02000 0.4 0.4 0 13 W Exterior Concrete Block - Int InsiMC 1 First Flo 4.1 18 0 10.67 0 192.0599 0.4 0 0.4 0 14 N Exterior Concrete Block - Int InS0IC 1 First Flo 4.1 50 0 10.67 0 533.5 ft2 0.4 0 0.4 0 15 S Exterior Concrete Block - Int Ins9NC 1 First Flo 4.1 6 0 10.67 0 64.02000 0.4 0 0.4 0 16 E Garage Frame - Wood AC 1 First Flo 11 16.5 0 10.67 0 176.0550 0.4 0.4 0 17 S Exterior Concrete Block - Int InsAC 1 First Flo 4.1 12 0 10 0 120 ft2 0.4 0 0.4 0 18 E Exterior Concrete Block - Int InsgiC 1 First Flo 4.1` 20.5 0 10 0 205 ft2 0.4 0 0.4 0 DOORS # Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated AC 1 First Flo None 0.6 2.67 0 8 0 21.36 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Metal Low-E Double Yes 0.77 0.22 48 ft2 23 ft 0 in 2 ft 0 in None None 2 E 1 Metal Low-E Double Yes 0.4 0.31 21.28000 23 ft 0 in 2 ft 0 in None None 3 E 2 Metal Low-E Double Yes 0.77 0.22 48 ft2 13 ft 0 in 2 ft 0 in None None 4 E 3 Metal Low-E Double Yes 0.6 0.31 16.17000 6 ft 0 in 2 It 0 in None None 5 E 4 Metal Low-E Double Yes 0.77 0.22 40 ft2 8 ft 0 in 2 ft 0 in None None 6 S 5 Metal Low-E Double Yes 0.6 0.31 116.9783 1.33 ft 0 i 2 ft 0 in None None 7 S 5 Metal Low-E Double Yes 0.6 0.31 22.68000 1.33 ft 0 i 2 ft 0 in None None 8 S 5 Metal Low-E Double Yes 0.6 0.31 9.180000 1.33 ft 0 i 2 ft 0 in None None 9 S 6 Metal Low-E Double Yes 0.59 0.32 80 ft2 18 ft 0 in 2 ft 0 in None None 10 W 7 Metal Low-E Double Yes 0.6 0.31 116.9783 1.33 It 0 i 2 ft 0 in None None 11 W 8 Metal Low-E Double Yes 0.59 0.32 128 ft2 12 ft 0 in 4.67 ft 0 i None None 12 W 8 Metal Low-E Double Yes 0.4 0.31 24.88439 12 ft 0 in 1 ft 0 in None None 13 N 9 Metal Low-E Double Yes 0.59 0.32 80 ft2 18 ft 0 in 2 ft 0 in None None 14 N 10 Metal Low-E Double Yes 0.6 0.31 22.68000 9 ft 0 in 2 ft 0 in None None 15 W 13 Metal Low-E Double Yes 0.6 0.31 58.48919 1.33 ft 0 i 2 It 0 in None None 16 N 14 Metal Low-E Double Yes 0.6 0.31 27.34560 1.33 ft 0 i 2 ft 0 in None None 2/10/2014 2:00 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 6 WINDOWS Orientation shown is the entered, Proposed orientation. V # Wall Ornt ID Frame Panes NFRC Overhang U-Factor SHGC Area Depth Separation Int Shade Screening 17 18 19 20 21 22 N 14 Metal Low-E Double Yes N 14 Metal Low-E Double Yes N 14 Metal Low-E Double Yes N 14 Metal Low-E Double Yes S 15 Metal Low-E Double Yes S 17 Metal Low-E Double Yes 0.6 0.31 38.99279 1.33 ft 0 i 2 ft 0 in None 0.6 0.31 9.180000 1.33 ft 0 i 2 ft 0 in None 0.4 0.31 16.17000 1.33 ft 0 i 2 ft 0 in None 0.4 0.31 6.652800 1.33 ft 0 i 2 ft 0 in None 0.6 0.31 13.67280 1.33 ft 0 i 2 ft 0 in None 0.6 0.31 19.71199 2 ft 0 in 1 ft 0 in None None None None None None None GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 660 ft' 660 ft' 72 ft loft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000500 4567.9 250.77 471.62 0.3650 7.3410 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.5 56 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 57 kBtu/hr 1710 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.91 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ftZ DUCTS V # ---- Supply ---- ---- Return ---- Air Percent Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF HVAC # Heat Cool 1 Attic 6 640 ft' Attic 160 ftZ Default Leakage AC 1 First F (Default) (Default) % 1 1 2/10/2014 2:00 PM EnergyGauge® USA - FlaRes2010 Section 406.4.1 Compliant Software Page 4 of 6 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [ j Jan [ Jan Feb Feb Mar ki Mar [ [ ] Apr I ] Apr May May I Jun Jun rl Jul Jul ri X Au j Au�Xj Se Sep [ [ ] Oct ] Oct Nov Nov ki Dec Dec Heating Ventin [ ] Jan HFeb Mar [X] A r May Jun Jul Aug Se [X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68- 68 68 68 68 68 68 68 68 66 68 66 Heating (WEH) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 2/10/2014 2:00 PM . EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 6 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: PERMIT #: Port St. Lucie, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. ✓ 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 1 405.2.1 R-19 space permitting. 2/10/2014 2:00. PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 6 of 6 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 74 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family -4. Number of Bedrooms 5. Is this a worst case? .6. Conditioned floor area (ftZ) 7. Windows- Description a. U-Factor: Dbl, U=0.60 SHGC: SHGC=0.31 b. U-Factor:. Dbl, U=0.59 SHGC: SHGC=0.32 c. U-Factor: Dbl, U=0.77 SHGC: SHGC=0.22 d. U-Factor: other (see details) SHGC: other (see details) Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A , Port St. Lucie, FL, New (From Plans) 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 3646.00 ftz Single-family b. Frame - Wood, Adjacent R=11.0 325.43 ft 1 c. N/A R= ftZ 4 d. N/A R= ftZ 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 3483.00 ftz 3483 b. N/A R= ftZ c. N/A R= ftZ Area 11. Ducts R ftZ 472.06 ftZ a. Sup: Attic, Ret: Attic, AH: AC 1 First Floor 6 640 288.00 ftZ 12. Cooling systems kBtu/hr Efficiency 136.00 ftZ a. Central Unit 57.0 SEER:15.00 Insulation R=0.0 R= R= 68.99 ftZ 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 56.0 HSPF:8.50 8.469 ft. 0.300 Area 14. Hot water systems Cap: 50 gallons 3483.00 ft Z a. Electric EF: 0.91 ftZ b. Conservation features ftZ None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code pliant features. Builder Signature: ( -__ Date: I L4 I Address of New Home: f330 l NM &WUN Pk(p City/FL Zip: PELJ 3s3 b ;*0z) WE *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Stamford Model HVAC Load Calculations for Standard Pacific Homes Prepared By: Chris Wildroudt Engineered Air LLC CACO45860 2520 N Andrews Ave Ext Pompano Beach, FL 33064 954 974-7277 Monday, February 10, 2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhvac = Residential & Light Commercial HVAC Loads Engineeretl"Air; LLC Margate,, FL` 33063'. "m Elite'Software Development, lnc. Stamford Model ° Page 2 Project Report General, Project Information- ° Project Title: Stamford Model Designed By: Chris Wildroudt Project Date: 2-10-14 Client Name: Standard Pacific Homes Company Name: Engineered Air LLC CACO45860 Company Representative: Chris Wildroudt Company Address: 2520 N Andrews Ave Ext Company City: Pompano Beach, FL 33064 Company Phone: 954 974-7277 Company Fax: 954 973-1883 Desi 'n.Data Reference City: Fort Pierce, Florida Building Orientation: House faces East Daily Temperature Range: Medium Latitude: 27 Degrees Elevation: 25 ft. Altitude Factor: 0.999 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 42 39.4 n/a n/a 70 n/a Summer: 90 75 50% 50% 75 42 Check F ures`. Total Building Supply CFM: 1,965 CFM Per Square ft.: 0.564 Square ft. of Room Area: 3,483 Square ft. Per Ton: 831 Volume (ft') of Cond. Space: 35,411 rq-uijding Loads Total Heating Required Including Ventilation Air: 50,280 Btuh 50.280 MBH Total Sensible Gain: 43,180 Btuh 86 % Total Latent Gain: 7,134 Btuh 14 % Total Cooling Required Including Ventilation Air: 50,314 Btuh 4.19 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\NEW CONSTRUCTION\Chris Elite Files\Stan Pac Riverbend Stamford.rh9 Monday, February 10, 2014, 1:50 PM Rhvac.- Residential & Light Commercial HVAC Loads Elite Software Development;Inc. Engineered "Air, LLC StamfortlP oe Mar ate,.FC 33063 3- Total Building Summary Loads :Cornponent�" �_ "- -� .. ° Area-'_. �- 7SeriaLat• 5 Sen Total:; Description Quan Loss' jGain ,,Gain°° ,Gain,' Lo-E French Door: Glazing-Low-E French Door, u-value 96 2,068 0 1,552 1,552 0.77, SHGC 0.22 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 46.2 518 0 578 578 0.4, SHGC 0.31 Lo-E operable: Glazing-Low-E Operable Glass, u-value 155.8 2,622 0 5,308 5,308 0.6, SHGC 0.31 Lo-E French Door: Glazing-Low-E French Door, u-value 40 862 0 . 924 924 0.77, SHGC 0.22 Lo-E operable: Glazing-Low-E Operable Glass, u-value 316.2 5,319 0 6,275 6,275 0.6, SHGC 0.31 Lo-E S G D: Glazing -Low E Sliding Glass Door, u-value 288 4,760 0 5,532 5,532 0.59, SHGC 0.32 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 22.8 256 0 286 286 0.4, SHGC 0.31 11 J: Door -Metal - Fiberglass Core 21.4 192 0 192 192 13A-4ocs: Wall -Block, board insulation only, R-4 board 2476 9,915 0 5,417 5,417 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 304.1 311 0 311 311 cavity, no board insulation, brick finish, wood studs 12B-Osw: Part -Frame, R-11 insulation in 2 x 4 stud 205 298 0 298 298 cavity, no board insulation, siding finish, wood studs - 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 3482.9 3,121 0 3,344 3,344 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 372 10,302 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 40,544 0 30,017 30,017 People: 5 1,500 1,400 2,900 Equipment: 2,000 2,400 4,400 Lighting: 0 0 0 Ductwork: 3,017 428 2,591 3,019 Infiltration: Winter CFM: 218, Summer CFM: 112 6,719 3,206 1,848 5,054 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 4,924 4,924 Total Building Load Totals: 50,280 7,134 43,180 50,314 Check Fi ures Total Building Supply CFM: 1,965 CFM Per Square ft.: 0.564 Square ft. of Room Area: 3,483 Square ft. Per Ton: 831 Volume (ft') of Cond. Space: 35,411 Buildin 'Loads Total Heating Required Including Ventilation Air: 50,280- Btuh 50.280 MBH Total Sensible Gain: 43,180 Btuh 86 % Total Latent Gain: 7,134 Btuh 14 % Total Cooling Required Including Ventilation Air: 50,314 Btuh 4.19 Tons (Based On Sensible + Latent) .:.Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\NEW CONSTRUCTION\Chris Elite Files\Stan Pac Riverbend Stamford.rh9 Monday, February 10, 2014, 1:50 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development Inc. Engineered Air, LLC' Stamford Model Margate, FL 33063- Pa 64 System 1 AC 1 - First Floor Summary Loads Component'`, ' Area � Sen Late � �' Sen"� �.'° � Total- Descri tion " �. a - Quan Loss- Gain " Gain,, Gain Lo-E French Door: Glazing-Low-E French Door, u-value 96 2,068 0 1,552 1,552 0.77, SHGC 0.22 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 46.2 518 0 578 578 0.4, SHGC 0.31 Lo-E operable: Glazing-Low-E Operable Glass, u-value 155.8 2,622 0 5,308 5,308 0.6, SHGC 0.31 Lo-E French Door: Glazing-Low-E French Door, u-value 40 862 0 924 924 0.77, SHGC 0.22 Lo-E operable: Glazing-Low-E Operable Glass, u-value 316.2 5,319 0 6,275 6,275 0.6, SHGC 0.31 Lo-E S G D: Glazing -Low E Sliding Glass Door, u-value 288 4,760 0 5,532 5,532 0.59, SHGC 0.32 Lo-E Fixed Glass: Glazing -Low E Fixed Glass, u-value 22.8 256 0 286 286 0.4, SHGC 0.31 11J: Door -Metal - Fiberglass Core 21.4 192 0 192 192 13A-4ocs: Wall -Block, board insulation only, R-4 board 2476 9,915 0 5,417 5,417 insulation, open core, siding finish 12E-Obw: Part -Frame, R-19 insulation in 2 x 6 stud 304.1 311 0 311 311 cavity, no board insulation, brick finish, wood studs 12B-Osw: Part -Frame, R-11 insulation in 2 x 4 stud 205 298 0 298 298 cavity, no board insulation, siding finish, wood studs 16D-30: Roof/Ceiling-Under Attic with Insulation on Attic 3482.9 3,121 0 3,344 3,344 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Tile, Slate or Concrete, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 372 10,302 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 40,544 0 30,017 30,017 People: 5 1,500 1,400 2,900 Equipment: 2,000 2,400 4,400 Lighting: 0 0 0 Ductwork: 3,017 428 2,591 3,019 Infiltration: Winter CFM: 218, Summer CFM: 112 6,719 3,206 1,848 5,054 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 4,924 4,924 System 1 AC 1 - First Floor Load Totals: 50,280 7,134 43,180 50,314 Checkfi ures , Supply CFM: 1,965 CFM Per Square ft.: 0.564 Square ft. of Room Area: 3,483 Square ft. Per Ton: 831 Volume (ft') of Cond. Space: 35,411 S stem.Loads ° ' Total Heating Required Including Ventilation Air: 50,280 Btuh 50.280 MBH Total Sensible Gain: 43,180 Btuh 86 % Total Latent Gain: 7,134 Btuh 14 % Total Cooling Required Including Ventilation Air: 50,314 Btuh 4.19 Tons (Based On Sensible + Latent) [-Notes. Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. S:\NEW CONSTRUCTION\Chris Elite Files\Stan Pac Riverbend Stamford.rh9 Monday, February 10, 2014, 1:50 PM /I A' SET 518"IR&C LB 4286 SET 518-IR&C LB 4286 10' UTILITY EASEMENT 4=6'1 223" SET 518"IR&C LB 4286 SET 518-IR&C LB 4286 M03 7- Q) 0) STORY `7 P'5 =20 LOT D'IN <k - . 917 rt 'D SET'518"IR&C RESIDLNC;L F.F.E..' 9 81' LB 4286 A r4 V 10 Y; 7b lie ..I X _t, "'N --I " 0, H3 V"4 &,�,P ,,A 30 ' SET 518"IR&C N50*1642"W 196.65' 'v ,n;w �z� LB 4286 XW, xj -LOT 28 —5030 R R=533.Q2L VACANT, A-- 12 L= 14.45 L= 13.64' 'd . . . . . . CO3 �.,GENERAL NOTES 1. The bearings shown. h6reori are referenced to the centerline of Radcliffe Way having a bearing of N50'49'1 8"W, according to the Plat of , RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida.. .2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not, been located on this survey- 4. Flood Note: By graphic plotting only, this property is in Zone according to the Flood Insurance Rate Map, Community Panel No. 12111C0.406 J, effective date February 1.6, 2012.1The,exact designation can, only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of.a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office ,for rights70f—way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was February 05, 2014. 8. Additions or deletions to survey maps or reports by other than -the signing party or parties is prohibited without written consent of the signing party or parties. 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) Of 1988. 8 16.14 _QQ6— S.5049'18"E Ike A .30'. — & PROPOSED b, M 11 PAVEWRALBRICKK �ul o PROPOSED 'GRAPHIC- SCALE 30 o 15 30 IN FEEr I Inch 30 & STREET ADDRESS.' 13301 NW BAYWOOD PLACE w z LEGAL DESCRIPTION -c). ' W, A c. Aft SETBACK REQ. Being all of Lot 27, according to the plat of RIVERBEND, as recorded in Plot Book 67, Page 36 it FROof the Public Records of St. Lucie County, Florida. 'M FRONT Contains 0.43 acres more or less. SIDES SET 518"IR&C 9 CNR:SID LB 4286 REAR TEC LEGIEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES CONCRETE MONUMENT p DENOTES PLAT DATA O.R.B. DENOTES OFFICIAL RECORDS BOOK C� DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C DENOTES IRON ROD & CAP M) DENOTES MEASURED DATA I.P. DENOTES IRON PIPE .ID DENOTES IDENTIFICATION NUMBER. I.R. DENOTES IRON .ROD DENOTES FLOW LINE U.E. DENOTES UTILITY EASEMENT Toe DENOTES Top OF BANK P LS DENOTES PROFESSIONAL LAND SURVEYOR FND. DENOTES FOUND L.B. DENOTES LICENSED BUSINESS DENOTES ELEVATION (TYPICAL) O.H.U. DENOTES OVERHEAD UTILITIES DENOTES WATER MANAGEMENT EASEMENT N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM DENOTES STREET LIGHT (NR) DENOTES NON -RADIAL Z� R/W DENOTES RIGHT WAY IM DENOTES WATER VALVE, LME DENOTES LAKE MAINTENANCE EASEMENT DENOTES DRAINAGE MANHOLE DENOTES WATER METER THOMAS P. KIERNAN Professional Surveyor & Mapper Florida Certificate No. .6199 REVISION: REVISED PER ST. LUCIE COUNTY COMMENTS GLM-3-24-2014 - A+ ►� r•• lqr i O CN m m a 3r z Q a F- O J a r N F- 0 / N O J O1 C 0, C: a 4/7 Qi a� 0) Z3 tA L m C N N tY Itt 00 O m M r-i O N I O d J. BENCHMARK / EL. 8.12 / 575 S.F. DRAINFIELD (TRENCH) \ \ z QUICK 4 EQ 3G INFILTRATORS 3 ROWS OF I G CHAMBERS EACH 20 40 FEET 8G3 S.F. UNOBSTRUCTED AREA � N I - -L.ticie C✓aunj 00PO-Ilmsnt V N CO• d i�;a,il� D`ivls,a O CD ApProved for Gci:j! tt L1c4. on Y1.aec es r v,au„ Gi,O,.Piarw for BORING . •:.:.,_...... ,..,,s: / _ _ NO. 2 l:03 T C$ � S 1S1j �,6)JA , RR anc� �vi,,-11 m .\ ``� � \O�� _y uil;. - 1 / 2 `> �y \ 27 \ MIN. FFE = 9.65 1200 GALSEPTIC TANK \ / EXISTING GROUND28 \ / ELEVATION (IYFICAL) VACANT / M03 ` / LAKE \ NOTES: 1) ALL ELEVATIONS AND BENCHMARKS SHOWN HEREON ARE RELATIVE TO THE NORTH AMERICAN VERTICAL DATUM (N.A.V.D.) OF 1988. / "71,)� 2) AN APPROXIMATE CONVERSION BETWEEN THE NATIONAL GEODETIC VERTICAL DATUM (N.G.V.D.) 13301 1VW B`91YWOOD PLACE OF 1929 AND N.A.V.D. CAN BE MADE BY ADDING THOMAS P. KIERNAN 1.475 TO THE N.A.V.D. ELEVATION TO OBTAIN Professional Surveyor & Mapper THE N.G.V.D. ELEVATION. LOT 13 OICY CITY WATER Florida Certificate NO. 6199 R E V I S 1 O N S C&T JOB NO. 13-084 C U L P E P P E R & T E R P E N I N G, I N C CONSULTING ENGINEERS I LAND SURVEYORS SARVT LUCIE COUNTY, FLORIDA LOT 27 �BDr ISI RIVEDDEND SUBDIVISION SHEET NO. DATE BY DESCRIPTION DATE BY DESCRIPTION SCALE _ -" 40' DRAWN BY DF 2-25-14 PROJECT NAME 1 OF 1 298osOUrH2Shs11U1HT • PORTPffitCE,FLORIDA 34"1 PHoNE 772464-3537 . FAx 772 464-9497 • --=& m STATE NAL ENGINEEEERSAAAUTff0RRID7AT1oNN0. SEPTIC A ,C� SYSTEM SITE PLAN LOT 27 RIVERBEND SURVEYOR OF RECORD 7NOMAS A KIERNAN 412M 0 3 SET 518"IR&C LB 4286. SET 518-IR&C LB 4286 10' U71UTY R=m1non n 08 2014 SET 518"IR&C LB 4286 , EASEMENT 16�6'12'23" 6 Q to 'M 30, GRAPHIC SCALE to V 30 0 15 30 o SET 518"IR&C I LB 4286 96RO W �I` M03 I inch 30 ft� M03 tR A , : _:,� -1 U .......... "j.., 14.15' r LOT 27. NSA If) Z,STREET ADDRESS OWN 14.15' SET 51871R&C -g,. EXISTING. LB .4286 13301 NW BAYWOOD PLACE-- 'R FORMBOARDS. TOP OFFORM=_01190 10.0' 0 4 8192' Ld. WMT-3 LEGAL DESCRIPTION LAKE Being all of Lot 27, according to the plat of q, 1 ate, % TI' 1'4 it RIVERBEND, as recorded in Plat book 67, Page 36. of the Public Records of St. Lucie County, Florida. a. 1� "d K 30 i " LB 42 SET 518"1R&C;Qe,,' N50'16'42"W 146. 6 5' gAContains 0.43 acres more or l6ss.: 116 R',t A SET 518"IR&C 2 LB 4286 LOT 28 $ C t, le o, R-503 0 R=533.00' Init rr A-- 1 13312 VACANT Diot ' L 43.64' L= 14i 46' I prove GENERAL NOTES LEGEND & ABBREVIATIONS 1. The bearings shown hereon 'are referenced to the centerline of: Radcliffe Way having a bearing of CONC. DENOTES CONCRETE, P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES CONCRETE MONUMENT 0 N50*48"W, 'according to. the Plat of. RIVERBEND, Plat Book 67, Page 36, City of Port St. Lucie, St Lucie P DENOTES PLAT DATA O.R.B. DENOTES OFFICIAL RECORDS BOOK 71 County, Florida. Ci DENOTES S CALCULATED FROM FIELD MEASUREMENTS O&C DENOTES IRON ROD doCAP � M) DENOTES MEASURED DATA I.P. DENOTES IRON PIPE ID DENOTES IDENTIFICATION NUMBER 1. P. DENOTES IRON ROD 2. All above ground fixed improvements, ' if any, have been located and shown hereon. DENOTES FLOW LINE U.E. DENOTES -UTILITY EASEMENT TO DENOTES TOP OF BANK P.L.S. DENOTES PROFESSIONAL LAND SURVEYOR FND. - DENOTES FOUND 3. Underground utilities, and utility services have not been located on this. survey. L.B. DENOTES LICENSED BUSINESS DENOTES ELEVATION (TYPICAL) O.H.U. DENOTES OVERHEAD UTILITIES DENOTES WATER MANAGEMENT EASEMENT N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM DENOTES STREET LIGHT, 4Flood Note: By graphic. plotting only, this property is in Zone according to the Flood Insurance Rate (NR) DENOTES NON -RADIAL Map, Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only RIW DENOTES RIGHT WAY r7NYi DENOTES WATER VALVE LME DENOTES LAKE MAINTENANCE EASEMENT be determined. by an elevation certificate. DENOTES WATER METER DENOTES DRAINAGE MANHOLE 5. Reproductions of this map, are not valid without the signature and original raised seal of d Florida Licensed THOMAS P. KIERNAN DATE Surveyor & Mapper. Professional Surveyor & Mapper 2 Florida Certificate No. 6199 n 6. Lands shown hereon were not abstracted by this office for rights--:- of— way, easements of record, ownership, abandonment's deed restrictions. or Murphy Act Deeds. 7. The last date of field work was May 05, 2014. 8. Additions or deletions to survey maps or reports by other than the, signing party or parties is prohibited.. without written consent of the signing party or parties. 0 9. Elevations. shown hereon are referenced to the North American Vertical Datum (N.A.V.D.)-,of •1988. .File:LOT 27.DWG CULPEPPER &JERPENING, INC Date: 5/06/14 (T SCALE 1"=301 CONSULTING ENGINEERS I LAND SURVEYORS 2980 SOUTH 25th STREET DRAWN BY: GLM FORT PIERCE, FLORIDA 34981 PHONE 772-464-3537 FAX 772-464-9497 www.ct-eng.com STATE OF FLORIDA CERTIIICAnON No. LB 4286 I� f y'ar3 --PSI JA_ az 8 R=1720.00' . -T. .A'7F%1 TTTT.TT TAT A V. - FND 5/8"IR&C LB 4286 ':� [5Zj 18.14- S50 49'18"E 30, •'. O in iN O :•,� � SIN FND 5/8"IR&C LB 4286 10' U71L/TY — EASEMENT SANITARY CLEANOUT -1 > D_ II I -I d PAVER BRICK WALK - `{�'(It� I !Yy ��I o1. Z 1 STORY \W�z 1 _CI "¢,,1 �\14\1+7(\ RESIDENCEab 1 '•' o 04 o o \ Y' Y 1 a 45 o ,. - `•°- FND 5/8"IR&C'o 3.5x3.5' N50'1642"W 196.65' LB 4286 p CONC R=533.00'`� �;' e d=1 33'12" 1 1 o '.• L=14.45' L O T 28 FND 5/8"IR&C N .m I LB-4286 VACANT CZ -it GENERAL NOTES 1. The bearings shown hereon are referenced to the centerline of Radcliffe Way having a bearing of N50'49'18"W, according to the Plat of RIVERBEND; Plat Book 67, Page 36, City of Port St. Lucie, St Lucie County, Florida. 2. All above ground fixed improvements, if any, have been located and shown hereon. 3. Underground utilities and utility services have not been located on this survey. 4. Flood Note: By graphic plotting only, this property is in Zone "X", according to the Flood Insurance Rate Map, Community Panel No. 12111CO406 J, effective date February 16, 2012. The exact designation can only be determined by an elevation certificate. 5. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor & Mapper. 6. Lands shown hereon were not abstracted by this office for rights —of —way, easements of record, ownership, abandonment's deed restrictions, or Murphy Act Deeds. 7. The last date of field work was -December 01, 2014. 8. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 9. Elevations shown hereon are referenced to the North American Vertical Datum (N.A.V.D.) of 1988. d=6-12'23"_ LOT 27 FND 5/8"IR&C LB 4286 FND 5/8"IR&C LB 4286 M03 -- M03 a� FND 5/8"IR&C LB 4286 4'x4' - BRICK I 81.89� 1 U. _ - Y Q- IJ � IZy N M LU52. ao _ I FND 5/8 IR&C LB 4286 I - _ I I I I (- LEGEND & ABBREVIATIONS CONC. DENOTES CONCRETE P.C.P. DENOTES PERMENANT CONTROL POINT C.M. DENOTES PLAT DATA O.R.B. �P C3 DENOTES CALCULATED FROM FIELD MEASUREMENTS IR&C (M) DENOTES MEASURED DATA I.P. ID DENOTES IDENTIFICATION NUMBER I.R. DENOTES FLOW LINE _ U.E. TOl1 DENOTES TOP OF BANK P.LS. FND. DENOTES FOUND 111'y LB. DENOTES LICENSED BUSINESS N O.H.U. DENOTES OVERHEAD UTILITIES E. N.A.V.D. DENOTES NORTH AMERICAN VERTICAL DATUM GRAPHIC SCALE 30 0 15 30 (INS) 1 inch = 30 & STREET ADDRESS 13301 NW BAYWOOD PLACE WMT-3 LEGAL DESCRIPTION LAKE Being all of Lot 27, according to the plat of RIVERBEND, as recorded in Plat Book 67, Page 36 of- the Public Records of St. Lucie County, Florida. Contains 0.43 acres more or less. No. a Date ' t proved DENOTES CONCRETE MONUMENT DENOTES OFFICIAL RECORDS BOOK DENOTES IRON ROD & CAP DENOTES IRON PIPE DENOTES IRON ROD DENOTES UTILITY EASEMENT DENOTES PROFESSIONAL LAND SURVEYOR DENOTES ELEVATION (TYPICAL) DENOTES WATER MANAGEMENT EASEMENT DENOTES STREET LIGHT F p D_rC Y1 (NR) DENOTES NON -RADIAL R/W DENOTES RIGHT WAY DENOTES WATER VALVE LME DENOTES LAKE MAINTENANCE EASEMENT ® DENOTES WATER METER O DENOTES DRAINAGE MANHOLE THOMAS P. KIERNAN DATE Professional Surveyor & Mapper REVISION: FINAL SURVEY GLM 12-03-2014 Florida Certificate No. 6199 REVISION: REVISED PER ST. LUCIE COUNTY COMMENTS GLM 3-24-2014 Boundary Survey LOT 27 For: Standard Pacific Homes File: -LOT 27.DWG CULPEPPER & TERPENING, INC Date:- 3/11/14 13-084 CONSULTING ENGINEERS I LAND SURVEYORS SCALE 1 "=30' 2980 SOUTH 25th STREET FORT PIERCE, FLORIDA 34981 DRAWN BY: GLM (I PHONE 772-4643537 FAX 772-4649497 www.Ct-eng.Com STATE OF FLOREDA CBRTMC&n0N No. LB 4286