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HomeMy WebLinkAbout1800 W 4 St 10-341- HVACP'.0'rm. to+ D: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ g-6,50 Job Address: %$00 eo, qtfi sh- Historic District: Yes No Parcel ID: ,L - SO'7- <O 000 - PLO Zoning: Description of Work: k44t0U-k- Plan Review Contact Person: Phone Fax: E-mail: Title: Property Owner Information Name f_r^a,,m n?__n nson Phone: Street: 00 t,e.7 , Z-- Si Resident of property? City, State Zip: n Qh TA . Al' 3 3 7 7 Contractor Information BARNES HEATING & Name AIR CONDITIONING Phone: 915 Vt 210 St. Street: i% 19 -'Ar17 Oeev 1. 142 ft9& Fax: City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: Building Permit Square Footage: No. of Dwelling Units: Electrical New Service — No. of AMPS: State License No.: C A- e O36o SW Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: Flood Zone: No. of Stories: Plumbing New Construction - No. of Fixtures: Mechanical 13 (Duct layout required for new systems) Fire Sprinkler/Alarm 11 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. 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 standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING 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 JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.?? yyv;,; lA; rell; ,t9 ril•1't iZ'.t::'.V b itf The City of Sanford requires payment of a plan review fee. A copy o . ''e c'ul contract is required in order to calculate a plan review charge. If the executed contract isncI;tewQiL'slie right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced fD Type of ID APPROVALS: ZONING: ENGINEERING: COMMENTS: Rev 11.08 UTILITIES: FIRE: Signature of Contractor/Agent 1 Date 6e4 e./T/ • -h a rl Print Contractor/Agent's Name Signature of Notary -State of Florida Date Contractor/Agent is Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: 12/30/2009 13:38 4073215579 B BARNES HEATING & AIR CONDITIONING, INC. Proposal 976 West 2nd Street Sanford, Florida 32779 407) 323-3677 JA-RO CONSTRUC4N, INC (JAMES) P07 617-9297 STREET P.O. BOX 682 CITY SANFORD ESTIMATE UPGRADE TO 15.0 S. GOODMAN MODELS INCLUDES AIR HAN INTO EXISTING DU( DOOR GRILLS, PER JOB NAME MRS. SHERALYN BRINSON ST 7iP JOB LOCATION FL 32772 1800 WEST 4TH STREET R. 13 1/2 TON HEAT PUMP 1 / AEPF4260 WITH 8 KW AUXILLAR HEAT STRIP DATE 7/22/09 NE PAGE 01 IN NEW GARAGE SPACE, NEW FREON LI ES, NEW DIGITAL THERMOSTAT, TIE BACK RK WITH (4) NEW SUPPLY OUTLETS, (1) EW DIRECT RETURN AND (3) CROSS THRU ABOR AND TAXES, WE PROPOSE HEREBY+ 40 FURNISH MATERIAL AND LABOR --COMPLETE IN ACCORDANCE WITH ABOVE"SPECIFICA FOR THE SUI EI HT THOUSAND FIVE HUNDRED FIFTY .Dot $8550.00 Payment to be made as foll * rt briieid Signa e PER INVOICE UPON C :ASH. CHECK_ VISA OR_MC k EARNEST H. WATSON All materiel is guaranteed to be rttspecified. All work to be completed in a workmanlike Note: This pro ora ay L manner according to standard pith Ices. Any alteration or deviation from above specifica withdrawn by us if not aCCepted tions involving extra costs will bel cuted only upon written orders, and will become an 30extrachargeoverandabovethetatimate. All agreements contigent upon strikes, accidents within days. or delays beyond our control. r to carry fire, tornado and other necesaary insurance. Our workers are fully covered by, orkmen's Compensation Insurance, Acceutance of Pro sal The above prices, specificationnd conditlons are satisfactory and are hereby Signatureaccepted. You are authorized 8o the work as specified. Payment will be made 9 as outlined above. Signature Date of Acceptance: LL CITY OF SANFORD PERMIT APPLICATIONUITY OF SAI FORD APP lication # • Q — 3'i Submittal Date: Job Address: .Rt" W 111W. - 11' Parcel ID: Zoning: Value of Work: Historic District: Description of Work: fi1Cy C.w1 roPoSaL SquareM-o W2 , rte- xtu w •••••• Permit Type: Building 11Electrical We"*Mechanical Plumbing Fire Sprinkler/ o t. Sign El Electrical: New Service — # of AMPS Addition/Alteration 2' 00* Change of Service Temporary Pole 8--_ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential Commercial Occupancy Type: Residential Commercial Industrial Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Property Owner: Contractor: = l Q .fLN fZ%CAL rti\J2.c\Oi5 Address: k VIX l t) - y' S iZ L Address: 10110 () - nn Q.cc 1 rr ak Phone: E-mail: Phonet 352_—vZ1 (. State License Number: LCGoo 'I j Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations asindicated. 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 standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING 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 JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this this county, and there may be additional permits required from other governmental entities such as water man Acceptance of permit is verification that I will notify the owner of Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 Personally Known to Me or UTIL: y that ay be found in the public records of t disc s, state agencies, or federal agencies. Date Signatu 6 Cor)(racto ent i rint Contract r/ s Name Date Signature of N 4fat FIi FD: Vda Li Law, FS 713. r 14 -,,- "/ Date Dat@ONNA 10PAWAY MY COMMISSION N DD 865791 EXPIRES: June 28, 2013 Bonded Thru Notary Public Underwriters Contractor/Agent is _ ersonally Known to Me or Produced ID ENG: BLDG: LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: `7 -1 ' - O<'- I hereby name and appoint: \ an agent of. f c \ fZ \ CA r 5 Name of Company) to be my lawful attorney-in-fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): All and applications submitted by this contractor. 0 The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: 2- - 3 \ - 200 (:: License Holder Name: State License Number: 1 c) k__11 Signature of License Holder: STATE OF FLORIDA COUNTY OF The foregoing in ent was a knowledged before me this day of n," 200 ,by who is o personally known to me or o identification and who did (di ot) take an oath. Si nature , / Notary Seal) , V it, s z ri Al' -,Src. Print or type name as Notary Public - State of- C. 'I. J-4 Commission No. M Commission Expires: Y p' ............................. JOHN V. KRUSZrSKI, JR. ry Co. JW s Expires 6111/2010 Rev. 3/27/07) ` Bonded tlw Florida NMfY Assn., 11C r J.D. Electrical Contractors, Inc. 1045 N. Ronald Reagan Blvd. Longwood, Florida 32750 407-332-0216 407-332-4792 FAX License # EC0001753 July 28, 2009 PROPOSAL Proposal Submitted to: JA-Ro Construction P.O. Box 682 Sanford, FL 32772 Job Location: 1800 W. 4t' Street, Sanford, Florida We propose hereby to furnish material and labor -complete in accordance with specifications below, for the sum of. ($5,922.18) Five Thousand Nine Hundred Twenty Two and Eighteen Cents See schedule below. Payment to be made as follows: Seventy Percent (70%) Due upon completion of Rough -In Electrical; $4,145.53ThirtyPercent (30%) Due upon completion of job; $1,776.65 Please note that due to the instability of the copper market, prices in materials may besubjecttochangeunexpectedly. We hereby submit specifications and estimates for: L Pull Permit to do Job. 2. EXISTING KITCHEN: A. Wire for 2 new receptacles over counters on GFI. B. Wire for 1 disposal circuit. C. Wire for 1 dishwasher circuit. D. Install existing receptacles on GFI. 3. EXISTING MASTER BEDROOM: A. Relocate or delete existing electric, due to wall being removed. B. Wire for 2 new receptacles. C. Wire for 1 smoke detector/C.O. detector. D. Wire for 3 smoke detector. Job Reference: (page 2) 1800 W. 4`h Street JA-RO Construction 4. EXISTING BATHROOM: A. Install new fixture over vanity. B. Replace existing switches and receptacles with new. 5. NEW MASTER BATHROOM: A. Relocate or delete existing electric. B. Wire for 1 bath fan and light over toilet. (supplied and ducted by othersC. Wire for 1 bath fan by tub. (supplied and ducted by others) ) D. Wire for 1 — 20 amp 120 volt receptacle on GFI for spa tub. E. Wire for 1 GFI receptacle over vanity. F. Wire for 2 light outlets. G. Wire for 5 single pole switches. 6. NEW MASTER BEDROOM AND CLOSET: A. Wire for 1 paddle fan. B. Wire for 5 duplex receptacles. C. Wire for 1 light outlet. D. Wire for 3 single pole switches. E. Wire for 1 TV jack. F. Wire for 1 phone jack. 7. NEW FRONT ENTRY: A. Delete existing wall light. B. Wire for 1 ceiling. light outlet. C. Wire for 1 weatherproof GFI receptacle. 8. NEW GARAGE: A. Delete or relocate existing electric. B. Wire for 2 receptacles on GFI. C. Wire for 1 flood outlet. D- Wire for 1 garage door receptacle. E. Run low volt wire for 1 garage door opener. F. Wire for 1 light outlet. G. Wire for 2 single pole switches. 9. OTHER ITEMS: A. Delete old wiring and disconnect to laundry room and run new to feeddryerinlaundryroom. B• Wire for I new 10 kw air handler in attic. C. Wire for 1 pull chain and receptacle in attic. D. Re hook up new A/C unit. E. Wire for 1 new weatherproof GFI receptacle by A/C. F. Install new riser on meter can. G. Remove, relocate, and retie in existing home runs in back soffit going topanel. H. Relocate or delete and run new if needed TV and phones. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 10 3 41 Documented Construction Value: $ '91960.00 i Job Address: 1800 iW 4th Street Historic District: Yes No Parcel ID• 26-19-30-507-0000-0160 Zoning: Description of Work: ;Plumbing (remodel/addition) Plan Review Contact Pierson: Title: Phone: Fax: E-mail: Property Owner Information Name Ja—Ro Construction Phone; 407-324-9495 Street: P. 0. Box 1682 Resident of property? : contractor City, State Zip. Sanford, FL 32772 Contractor Information Name Walt's Plumbing, Inc. Phone: 407-834-5424 Street:125 N Cypress Way Fax: 407-332-0771 City, State Zip: C a s se,'lberry , FL 32707 State License No.: CFC 057280 Architect/Engineer Information Name: Phone: Street: Fax: _ City, St, Zip: E-mail: Bonding Company: Address: Building Permit Mortgage Lender: Address: PERMIT INFORMATION Square Footage: Construction Type; No. of Dwelling Units: Flood Zone: Electrical New Service - No. of AMPS: Mechanical (Duct layout required for new systems) No. of Stories: PlumbingXEIX New Construction - No. of Fixtures: Fire Sprinkler/Alarm 11 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. 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 standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING 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 JOB SITE BEFORE THE FIRST INSPECTION .IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of FloridaLienLaw, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based 'on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when thepermitisreleased. Signature of Owner/Agent Date Print Owner/Agent's Name Signature, of Notary -State of Florida ! Date Owner/Agent is Personally Known to Me or Produced ID TypeofID APPROVALS: ZONING: ENGINEERING: COMMENTS: Rev 11.08 2/28/09 Signature of Contractor/Agent Date Walt Stevenson Print Contractor/Agent's Name Gm b_—_yLtlq"l2/28/09 Signature ofNotary-State of lorida Date UTILITIES: FIRE: Contractor/Agent is ( Personally Known Produced ID Type o D WASTE WATER: BUILDING: 0 p O g 0 N y n o U -S? 20z Coco LIJ O a o o z 0 - E, E5 2 V U o m r . a o, R- 101' REVISION PERMIT # / L-1 KI DATE PROJECT ADDRESS 1h Z) 0- > 3 r,- CONTRACTOR :r -y( -R6 rCJz, &&: PHONE # FAX # 5 -le -7- 92- 4 r (I d 7 6 CONTACT PERSON &s DESCRIPTION OF REVISION ¢ / G UTILITY DEPT FIRE PREVENTION PLANNING BUILDING G PLAN OF REV1,5EO P4QrIC SLAB .3,1" l,O, r, S C -If 7 N 3- 'o¢ bars ecl, d /re c i" 4L 4T1WER ,DErA1LS RgMM lly TH SSI MIF l7ef_ 1q, ZocF fhaf7ge Order A101 Sherd/y7 Br1r7SOt7 Pes, 1 E3 D o oec- 1q, zoos" i0 Entrance Checklist Exit Checklist Processor Initials: Processor Initials: Application fee kA kA 0 Stopwork Order Plan Review Fee V Contractor Signature/POA Contractor Registration fee Owner Signature/POA updated docs needed? Contractor Attached to Permit Stopwork Order Contractor Registration fee 2 Surveys Copy of signed Contract 4 Sets of Plans (. Update Plan Review Fee 2 Sets of Engineering Road Impact Statement 3 Sets Energy Calcs %TOC Copy of signed contract FEMA packet Fee Calculations Initals Make sure to fill in and check applicable items Application fee: (is owner doing all Trades?) Bldg Elec Mech Plbg Plan Review Fee: is update needed after plan review? Fire Impact Fee: S/F Mobile Multi-family of units Occupancy type: Commercial sq. footage Police Impact Fee: S/F Mobile Multi-family of units Occupancy type: Commercial sq. footage Parks Impact Fee: S/F Mobile Multi-family of units Occupancy type: Commercial sq. footage Radon Recovery Sem Cnty Impact Statement Library School Roads Fire Plan Review Fee Building Permit Fee (stopwork issued -double fee assessed) CHANGE ORDER 2 Brinson Job 1800 West 4'h Street,Sanford,Fl. This is a remodeling job and all provisions of the Florida Building Code can not be completely met and the code allows for some latitude in this regard. This change involves the vertical reinforcing in the existing block and wood framed kneewall extensions on the southwest and northeast walls of the building. The detail on the plans that we are changing is Section C/3 on sheet 5 of 9 of the drawings. In the way of explanation, when a reinf. rod is epoxied 5" plus or minus into an existing concrete footing of questionable concrete quality, it is not possible to fully develop the full strength of a # 5 reinforcing rod and this connection to the footing becomes the weakest link in the full height tie down/reinforcing system.. As a practical matter there is no need to have the other parts of this tiedown/ reinforcing system be any stronger than the weakest part of the total system. With the above in mind the contractor has proposed and I approve of the change shown on the attached sketch .which allows the use of a full height 5/8" threaded rod rather that reinforcing rods in the lower portion welded to a threaded rod in the upper portion. Also the threaded rod is extended higher in this change to the complete top of the extended kneewall because there are already existing anchor bolts holding down the existing wood plate at the top of the existing wall to the existing masonry tie beam below. The threaded rod has less net area than a # 5 reinf. rod. However according to Simpson literature,.an epoxied embedded threaded 5/8" rod has very close to the same tension allowable load as a 5/8" reinf rod epoxied and embedded the same distance. Therefore I am satisfied it is an acceptable substitution to the detail shown on the original drawings for the reasons stated above and allowable under the Code. See the attached sketch which changes the detail above referenced on the drawings which will also save the client money as well as be an acceptable substitute. SUBJECT Div, of Work Sheet No. --__ of 1- wo s/rw nv f ass own on 5 ec f: -- c ierbo/tr anfQ -Mist.. 4i 1/M Y Ale I e o fhneaded od epaxe n end 1n7b OXIst cone. thrc'X, Eidqe Slab Pro,o c>oleoided wo©d ''"•~a m eci SCE 7*/G/V - 0,7 Sca e y" Cko A -A46 E b R :M 2- . 2lNs0ti '/0-b a CHANGE ORDER 3 Brinson Job -1800 West 4`h Street, Sanford, Florida During construction it has been determined that there is steel reinforcing in the existing tie beam at the 11th course level. During the design it was assumed conservatively that there would not be steel in this tie beam course. The fact that there is steel in this tie beam makes it unnecessary to have another tie beam directly above the existing tie beam as was shown on the design drawings. The matter is further complicated by the fact that many of the vertical reinforcing rods proposed are directly adjacent to windows and doors, so the vertical reinforcing will encounter existing reinforced lintels over the doors and windows. Therefore the contractor and Engineer have agreed and propose to the City that the vertical rods be epoxy tied into the bottom and the top of the existing tie beam or lintels since the tie beam and lintels are at the same course level. This is contrary to the north and south elevations of the building shown on sheet 5 of 9 of the approved drawings. Therefore sheet 5 of 9 has been marked up and is included in this change order and the tracings will be changed to reflect these modifications caused by field required changes, and revised signed and sealed prints will be submitted to the city with the final as built record drawings for the project. A special situation exists on the north existing wall in the Northeast portion of the North wall area generally adjacent to the chimney. In this section of existing wall there are 2 or more courses of block and a sloping rake beam poured solid above the poured and reinforced tie beam, and it is not practical to drill completely through this area vertically to place the vertical reinforcing. Therefore it is proposed to epoxy the lower vertical rods into the bottom of the existing reinforced tie beam and to epoxy a bent rod into the top of the upper filled rake course, and anchor it into the proposed new tie beam at the top of the wall with a standard bend.. These upper filled cores and the existing lintel course below them were apparently filled at the same time and constitute a continuous filled core section with the existing reinforced tie beam This is shown on the sketch which is a part of change order 43 and labeled as alternate Section A/5 which is specific only to the North side of the house in the general area of the chimney. At the east and west ends of this wall near the corner on the N/S walls the vertical steel will be effectively continuous and this solution is felt to be entirely adequate. tad epoX/-,,clIhtpp rejK6, am dvlti sfd Je/1 th ei1 t•! a .. vN; i/eae4/r/ XISf Com ',PZCore. fr;/e:or,'s, till r4Kedbm F s t. r Fc 6;7 Tia ,06?a"r car L infe/ p ver t ")CvS V1rth z eX/5ii,7 y eel r f)4„:,; 1- t# , J r L POMC/caCl ( , )' t //./7 Ca c xi 5T V I -e 7'1? c.r..545c7.1Ov ,3)-onst,f sp 9 4 ficaOle to I/ortheast portion Jots goo k/ f ¢tti 5f, Sa nforo pro n/ew 74v? Tie ASr+/• 1k' E'OX rrrf0 xtst Tid &n. 0r7 b0"t ,C/ vryc ror-I in to/roP Tc,,f Tie,8rr.. wr, sfd be.,,Frop x 51'i ag Tib Brrl Or L1/11!% 0Y8r1Q!0rvs,0 Doo s- w, x s tiny .5 eeviRe'rT{.(2 r045) 6 bo r Epoxy ad 6 ",i ir7 t 4totQ 'd m sf ,.i9 7 -fa wf e!'oxi 2c)1,110 o xtS-' 600,7d 6 " Ori SCALA z CHAN6g ORD,6 R .3 800 W.esf 499 North State Road 434 Suite 2153 Altamonte Springs, Florida 32714 Tel: 407-774-8372 Fax: 407-682-6655 E -Mail: Shannosurv@aol.com Shannon Surveying May 07, 2010 City of Sanford Building Division PO Box 1788 Sanford, FL 32772 RE: Lot 16, St. Johns 2nd Revision, 1800 Fourth Street To Whom It May Concern: The finished floor elevation for the structure located at 1800 Fourth Street, Lot 16, St. Johns 2nd Revision as per plat thereof recorded in Plat Book 10 Pages 71 through 72, Public Records of Seminole County, Florida meets or exceeds the requirements set forth in the City of Sanford Code Chapter 18, Sec 4(a). CITY F SANFORD MAY 2 0 f PLANNING AND DEVELOPMENT U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency I Expires March 31, 2012 National Flood Insurance Program Important: Read the instructions on pages 1-9. SECTION A - PROPERTY INFORMATION ,For Insurance=Company Use; Al. Building Owner's Name Brinson, Sheralyn J. Pohcy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company'NAIC Number. - 1800 W. 4TH Street City Sanford State FL ZIP Code 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 16, St. Johns Village 2nd Revision, Plat Book 10, Page 71, Seminole County, FL - Tax Parcel 26-19-30-507-0000-0160 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longitude: Lat. 28°48'33.01" Long. -81°17'13.34" Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 0 sq ft a) Square footage of attached garage 371 sq ft b) No. of permanent flood openings in the crawlspace or b) No. of permanent flood openings in the attached garage enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? Yes ® No d) Engineered flood openings? Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State 120294 - City of Sanford I Seminole County I Florida B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12117CO070 F Date Effective/Revised Date Zone(s) AO, use base flood depth) Describe type of equipment and location in Comments) 09/28/2007 09/28/2007 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile ® FIRM Community Determined Other (Describe) B11. Indicate elevation datum used for BFE in Item 69: NGVD 1929 NAVD 1988 Other (Describe) N/A B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date N/A CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings* Building Under Construction* ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item AT Use the same datum as the BFE. Benchmark Utilized Sem Co. 4774801 Vertical Datum NAVD 1988 Conversion/Comments None Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 25.80 ® feet meters (Puerto Rico only) b) Top of the next higher floor N/A. feet meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) N/A. feet meters (Puerto Rico only) d) Attached garage (top of slab) 25.45 ® feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 25.46 ® feet meters (Puerto Rico only) Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 24.96 ® feet meters (Puerto Rico only) g) Highest adjacent (finished) grade next to building (HAG) 25.E ® feet meters (Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A. feet meters (Puerto Rico only) structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a PL' c licensed land surveyor? Yes ® No SI fe _ Certifier's Name James R Shannon Jr License Number PLS 4671 Title President Company Name Shannon Surveying f Addres 99 SR 434, Suite No. 21 City Altamonte Springs State FL ZIP Code 32714 Sign ture to Telephone 407-774-8372 FE F 81- 1, Mar 09 Zl See reverse side for continuation. Repkiceslall previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance"Company Use: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1800 W. 4TH Street City Sanford State FL ZIP Code 32771 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments A/C pad used foklowest e! to building. 7 1 Check here if attachments 56TION E - BUILDING EL ION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is feet meters above or below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9. G1. The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum G10. Community's design flood elevation feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, Mar 09 Replaces all previous editions BOUNDARY SURVEY DESCRIPTION: LOT 16, ST. JOHNS 2ND REVISION, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, PAGES 71 THROUGH 72, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. o II 15' PLATTED ALLEY LOT 1j- rn 0 N89'46'08"E GDRIVEL 81.50' N RECOVERE D IRON #3114 4' CHAIN LINK FENCE 41.00' FENCE CORNER RECOVEREDFENCES. 4.1' CORNER W. 1.3' 1-1/2' LLJ E. 0.3' IRON 5 S. 3.1' Q O U Q ry :D S W O : WOOD FRAME '...' L11 SHED z N J r CONCRETE z Lu I PAD La' 6 vxw .6.6' x u- 8.6'0 34,9' i o 18.4' 23.3' t cl cV Y = Z w Z LOT 16 P— LOT 15 STORY CONCRETE01BLOCKSTRUCTURE TE Z a RESIDENCE # cR 1800 Q F.F.E.=25.80' yy FENCE 4.1' x 19.z' W L o N Wa N S.4' 38.6'i N y> COVERED o < f O 0 ti CONCRETE w ts.a'• yti a 0Ob19.2' O N Z • e'.. iv CORNER ^ X Ln CONCRETE :v F ` W 0.5' RECOVERED x'Lj. ZFENCE00'. FENCE 1-1/2* WALK CORNER_ U _e: `CORNER IRON RECOVERED N. 1.4' N. 1.4' IRON 144 41.00' FENCE S89'45'40"W 81.50' CORNER-_ S. 9.0' W. 5.3' 4' CHAIN LINK FENCE o o FENCE 2 CONCRETE CURBM CORNERFENCEFENCE M tia ry ORNER CORNERS. 9.3' S.9.5' ryy ti CONCRETE MAILBOX S. 9.4' Y FOURTH STREET NOTES: BEARINGS ASSUMED ON THE SOUTH RIGHT OF WAY LINE OF FOURTH STREET AS BEING S89'45'40"W. NO UNDERGROUND UTILITIES WERE LOCATED. ELEVATIONS BASED ON SEMINOLE COUNTY BENCHMARK # 4774801, A R.R. SPIKE IN FACE OF 18" PALM, 20' W. OF THE W. E/P OF PERSIMMON AVENUE, 60' S. OF THE PROJECTED C/L OF THE DRIVEWAY TO ADDRESS 501 PERSIMMON AVENUE. ELEVATION =23.952', NAVD 1988 DATUM. ACCORDING TO F.I.R.M. PANEL # 12117CO070F, THE DESCRIBED PARCEL LIES IN ZONE X, AREAS DETERMINED TO BE OUTSIDE THE 500 YEAR FLOODPLAIN. SHANNON SURVEYING, INC. 499 NORTH S.R. 434 - SUITE 2155 ALTAMONTE SPRINGS, FLORIDA, 32714 LEGEND (407) 774-8372 LB # 6898 ELECTRICAL METER DATE of SURVEY: 05/10/2010 CO -3 WOOD UTILITY POLE J ES R. SHANNONP.L #4671 FIELD BY: R•S• SCALE: 1" = 30' OT VALID NflTHOUT THE SI TURE THE ORIGINAL RAISED pg10-PG-71-LOT16 O/H-OVERHEAD UTILITY LINE SEAL OF A FLORIDA LICENSE SUR OR AND MAPPER FILE NUMBER: Building Photographs See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1800 W. 4TH Street City Sanford State FL ZIP Code 32771 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken- "Front View" and "Rear View"- and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page on the reverse. City of Sanford Certificate of Completion ISSUED PARCEL NUMBER . PROPERTY, ADDRESS 05.21.2010 2 3, X507-000;0-0160 111800l' 4! Street: PROPERTY-26i ih`6 M RI% vf fit OWNER T' B n,,S h. 3raly 3 kA E CONTRACTOR areway Home,LLC PERMIT.MBNUMBER' 10-341 DESCRIPTION OF WORK Addition/rati6h 116sidential, CONSTRUCTION TYPE s OCCUPANCY USE GROUP.RES' OCCUPANT LOAD SPECIAL CONDITION'S., na Certificate) of I.Corn' lP0t i rf,, all inspections forInaccordancewiththisCdrt compliance with Florida tbilding.-,Code, 2067 - have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489-103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved YVA Building Official r N CE/UFS1 NOV' F 1« r,`` f y zQQg CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 00 to/ y Application No: 16, _ 41 Documented Construction Value: $ a Job Address: 0 '900 l-(,: . c4 T ' f Historic District: Yes No Parcel ID: 26-11 q .- :W-5-07-0000- 0/6-6 Zoning: i &< 1 Description of Work: 13C f' C;l',+L /' _% F- AD int i / t)4_1 y RIZ7-200 F Plan Review Contact Person:Title: \1 p Phone: 467 4 Ua -0072 Fax: 40 C 07&ail: J K Property Owner Information Name ::U4Ef_*A LYt A , 1 1 Mi das Phone: Street: 190© Ld. 4214i k.G_ Resident of property? City, State Zip: FL 3Z'771 Contractor Informatio Name e - J Qo ey - TLS t0 e: _6 `- -9 Street: Ps - o' X is Fax: 4c`7 - —0 Q -7 C City, State Zip: _SA q,3 F-0 a- 3 Z77 Z. State License No.:d k O— — 1_3262U d Arch iteeVEngineer Information Name: rJP_1S y 6L C. 0,QQE&1 63 Phone: AYO7 - `3 0-3 0 G Street: Z 0 t LQAS N a_ q r Cj 1,3 D e . _ Fax: 410-2- -30-3- c)6_22 City, St, Zip: %Idn jFC9 $e E-mail: 6 C,6 ;,J k L / l3 &CEL , e, Bonding Company Address: O A Mortgage Lender: Address: PERMIT INFORMATION Building Permit Square Footage: 576 • Construction Type: BLOCK No. of Stories: No. of Dwelling Units: I Flood Zone: X Electrical.w Plumbing New Service - No. of AMPS: New Construction - No. of Fixtures: MeehaniealXDuct layout required for new systems) Fire Sprinkler/Alarm No. of heads:L- q R 3 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING 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 JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. k. 11/7,2 1) ignature of Owner/Ag t Date Sign of Sl4 C-e.P, L \11J J. R R,K S01r PrinIS)wner/Agent's Name Signature of N,gTary-State of Florida I Date ROSE L HARKEY MY COMMISSION N DD 565859 EXPIRES: July 12, 2010A"—fr Bonded Thru Budget Notary SOMM Owner/Agent isPersonally Known to Me or Produced ID Type of I APPROVALS: ZONING: uo S ENGINEERING. COMMENTS: Rev 11.08 Date Agent's Name of Notary -State of Florida Date ROSE L HARKEY MY COMMISSION k DO 5650 EXPIRES: Jul y12, 20108f9lFOFFla` Oe Netery SYrYfCi1 Contractor/Agent is 7.orsonally Known to Me or Produced ID Type of ID UTILITIES: WASTE WATER: FIRE: BUILDING l 1A/i/rD 111111,)4 o'IPLANNING AND DEVELOPMENT SERVICES DEPARTMENT i8 9 www.sanfordfl.gov November 4, 2009 MAILING ADDRESS CITY OF SANFORD POST OFFICE BOX 1788 Sheralyn J. BrinsonSANFORD, FL 32772-1788 1800 W. 4"i Street Sanford, FL 32771 PHYSICAL ADDRESS CITY HALL RE: Variance request for 1800 W. 4"' Street 300 NORTH PARK AVENUE Tax Parcel Number: 26-19-30-507-0000-0160 SANFORD, FL 32771-1244 Dear Ms. Brinson: TELEPHONE 407.688.5140 This office is in receipt of your variance application for proposed improvements to the FACSIMILE existing single family residence located at 1800 W. 4th Street. The subject property is 407.688.5141 located in a MR -3, Multiple Family Residential zoning district which requires the following minimum building setbacks for a single family dwelling: CITY COMMISSION Building Setback Minimum Existin& Approved Setbacks LINDA KUHN Front Yard 30 feet 28.4 feet (4th Street) 25 feet MAYOR Street Side 18.4 feet (Pomergranite Ave) 15 feet ART WOODRUFF Side Yard 20 feet 8.4 feet 7.5 feet DISTRICT 1 Rear Yard 20 feet 45 feet 20 feet DR. VELMA H. WILLIAMS DISTRICT 2, VICE MAYOR Upon review of the survey with the proposed building additions noted (copy attached), it RANDY JONES has been determined by the Development Review Team that the existing and proposed DISTRICT 3 setbacks either meet the City's De minimus criteria (within 15% of the minimum JACK T. BRIDGES requirement) or complies with the minimum standards for parcels of record. DISTRICT 4 Consequently, your variance request has been approved because the standards for variances have been satisfied and the variance being granted is the minimum variance required in order to make possible the reasonable use of the land and existing structures. ROBERT (SHERMAN) YEHL CITY MANAGER Be on notice that appeals of the above decision may be made to the City Commission by any person aggrieved or by any officer, board or agency of the City including the City Commission within thirty (30) calendar days of the Administrative Official's action. Please do not hesitate to call if you have any questions or if I can be of further assistance. Sincerely, OF SA R ss .Gibson, AICP Director Cc: Development File Dan Florian, Building Official TA)evelopment Review\] I-DRT Age 25-19-30-5AG-0207-0010nda-CoverMemos\Legal Ads & Letters\2009\1800 W 4th Street -Brinson Variance.doc 74 9z&aW# ego REQUEST FOR PRE -POWER Altamonte Springs, Casselberry, Lake Mary, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: a Ia,D Project Name: Centra Care Building Permit #: 09-1651 Project Address: 4451 West 1 st Street Sanford. FL 32773 Electrical Permit # 09-1651 000 000 ELAA 00 In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. The facility will not be occupied until a certificate of occupancy has been issued. 2. If the jurisdiction hereafter fmds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 3. The building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 4. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 5. If provided, the fire sprinkler system must be operational, per the local AHJ requirements, with water on the system prior to pre -power. 6. This pre -power approval is valid for a maximum of 180 days from date of approval. 7. Check with the local jurisdiction for fees associated with pre -power. Florida Hosp. / entra Care Hembree Construction, Inc. Trinity Electric, LLC P t Nam f wner/TenantP ' Name of Gen. Con actor Print Name of El. Contractor AgnJae&wwr/Tenantneature of Gen. Contractor Signature of El. Contract- 7CGC-002945 7--- 2 13 u 13 7557 Gen. Contractor License # El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: ? Progress Energy ? Florida Power and Light on Rev. 3/27/07) HIM lilt 01111111111 lililtll ililllll Permit No. / 0 ' _ 3 4/ / MARYANW WJR'ki CLERK W CIRCUM` LUMT Tax Folio No. — ,RO— "CXJ©© —<o 1106 SkWN011 I;UKrY NOTICE OF COMMENCEMENT BK O'M93 Pq 1047; t11sg) CLERK'S # 2009133888 State of Florida REWNDED 11/24/2W9 01:55:48 Pill County of Seminole RE LADING FEES 10.00 The undersigned hereby gives notice that improvement REWND U BY ,1 Eckennth 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. // 1. Description of property: (legal description of the roperty, and street address if available) I.OT l tO IF 2. General description of improvement: Bt5AP—OeAf Ak714 L7t I /off P - / 3. Owner information: Name: L 2 `4 L e J 0,e-1 k) 50 Address: 1 g u O W • 44- TV S C 7" . 5AA OEQ- 44 b. Interest in property: c. Name and address of fee simple titleholder (if other than Owner): Name: 10 Address: -- 4. Contractor Name: Z Phone number: 0 .. 32 1/- -9A4 c. Address: P ` c-1, C, 1Z AA) /-A, )=-L2 77 5. Surety Name Address: b. Amount of bond: $ 6. Lender: Name: Address: b. Lender's phone number: c - 7.a. 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: A, Address: J'j / A 8.a. In addition to himself or herself, Owner designates - of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. b. Phone number of person or entity designated by owner: — 9. Expiration date of notice of commencement (the expiration date is 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 AT RNEY EFORE COMMENCING WORK OR RECORDING YOUR NOTICE OFL* NCE ENT. n ignaw of Owne r O is Authorized Officer/Director/Partner/Matna er Signnaattory'sgqTitle/Office The foregoing instrument was acknowledged before me this ` day of , (year), lsy (name of person) as (type of authority, ... e.g. officer, trustee, attorney in fact) for (name of party on behalf of whom instrument was executed) . E3ELlikHl SEAL) *IkSS#Ri5859 Signature of Notary Public EXPIRES: JUIf!';12,410: . Personally Known OR Produced Identification Ty OC" Verification pursuant to Section 92.525, Florida Statutes: Under penalties ofire a have read the foregoing and that the ct tated in i are a the b 76f may knowledge and lief. Signature of Natur 1 per&Signing Above Rev. date 3/2008 M LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 5 l I hereby name "and appoint: an agent of J AX - PC] Namo of company) to be my lawful attorney m -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): AAll permits and applications submitted by this contractor. The specific permit and application for work located at: Sbvd address) Expiration Date for This Limited Power of Attorney: 12— -31-- 1 O License Holder Name.jAvM e s L. a e c, r z State License Number: Signature of License Holder. STATE OF FLORIDA - COUNTY OF SQ Z&42 0 Aft i The foregoing instrument was acknowledged before me this day of 200 9, by r"A VNA who is o personally known to me oro has produced identification and who did (did not) take an oath. Signature Notary Seal) , r' Print or typb name NoPublic State of Florida SaRY S Green y GOmmission DD441120 r o Expires 11t15120(t4 Rev. 3/27/07) Notwy Public - State of Commission No. 0 0 >j Cj 1 N 10 My Commission Expires: 11- - IS - 61 Rob, AGREEMENT BETWEEN CONTRACTOR AND OWNER General Provisions: This agreement, by and between Sheralyn Brinson hereafter referred to as the `Owner', as if singular in number, and JA-RO Construction, Inc., a licensed Florida Corporation DBA a state certified Residential Contractor, license #CRC1326920, hereafter referred to as `Contractor' is for the purpose of developing and constructing a remodel (addition) of the single family residence at 1800 W/ 4`" Street, Sanford, FL 32771. This remodel is to be accomplished according to the engineered plans as submitted to the city or county Building Department for the Building Permit. The actual date for the beginning of this project will be the day that this agreement is signed Permits. Fees and Notices: The Contractor shall secure the building permit and other permits, licenses and inspections necessary for proper execution and completion of the Work which are customarily secured after execution of the Contract and which are legally required when bids are received or negotiations concluded. Contractor's Construction Schedules: The Contractor, after being awarded the Contract, shall prepare and submit for the Owner's information, a construction schedule for the Work. The schedule shall not exceed 5 months current time limits, shall be revised at appropriate intervals, as required by the conditions of the Work and Project, and shall provide for expeditious and practical execution of the Work The Contractor shall perform the Work in general accordance with the schedule submitted to the Owner. The Contractor shall not be required to provide professional services,. which constitute the practice of Architecture or Engineering. The Contractor shall not be required to provide professional services in violation of applicable law. Claims for Concealed or Unknown Conditions: If conditions are encountered at the site which are (1) subsurface or otherwise concealed, physical conditions or (2) unknown physical conditions of an unusual nature, which differ materially from those ordinarily found to exist and generally recognized as inherent in construction activities of the character provided for in the Contract Documents, then notice by the observing party shall be given to the other party promptly before conditions are disturbed and, in no event, later than 7 days after first observance of the conditions. The Owner will promptly investigate such conditions and, if they differ materially and cause an increase or decrease in the Contractor's cost of or time required for, performance of any part of the Work, will recommend an equitable adjustment in the Contract Sum or Contract Time, or both. Claims and Additional Time: If the Contractor wishes to make Claim for an increase in the contract Time, written notice as provided herein shall be given. The Contractor's Claim shall include an estimate of cost and of probable effect of delay on progress of the Work. In the case of a continuing delay, only one Claim is necessary. If adverse weather conditions are the basis for a Claim for additional time, such Claim shall be documented by data substantiating that weather conditions were abnormal for the period of time, could not have been reasonably anticipated and had an adverse effect on the scheduled construction. Subcontractors A Subcontractor is a person or entity who has a direct contract with the Contractor to perform a portion of the Work at the site. The term `Subcontractor' is referred to throughout the Contract Documents as if singular in number and means a Subcontractor or an authorized representative of the Subcontractor. The term `Subcontractor' does not include a separate contractor or subcontractors of a separate contractor. A Sub -subcontractor is a person or entity who has a direct or indirect contract with a Subcontractor to perform a portion of the Work at the site. The term `Sub -subcontractor' is referred to throughout the Contract Documents as if singular in number and means a Sub -subcontractor or an authorized representative of the Sub -subcontractor. Award of Subcontracts and Other Contracts for Portions of the Work: The Contractor, as soon as practical, shall furnish in writing to the Owner, the names of persons or entities proposed for each principal portion of the Work Failure of the Owner to reply promptly shall constitute notice of no reasonable objection Change Order: A Change Order is a written instrument and signed by the Owner and the Contractor, stating their agreement upon all of the following: 1 change in the Work 2 the amount of the adjustment, if any, in the Contract Sum; and 3 the extent of the adjustment, if any, in the Contract Time. Changes in the Work: Changes in the Work may be accomplished after execution of the Contract, and without invalidating the contract, by Change Order. A Change Order shall be based upon agreement between the Owner and Contractor. Change in the Work shall proceed promptly, unless otherwise provided in the Change Order. Time: Unless otherwise provided, Contract Time is the period of time, including authorized adjustments, allotted in the Contract Documents for Substantial Completion of the Work The date of commencement of the Project is the date established in the first paragraph of this Agreement. The date of the Substantial Completion is to be 3 months after the receipt of the issuance of the Building permit by the Municipality's authorized Building Department and the Notice of Commencement. Substantial Completion is considered complete after all rough -in inspections have been passed. Progress and Completion: By executing the Agreement, the Contractor confirms that the Contract Time is a reasonable period for performing the work. Delays and Extensions of Time: If the Contractor is delayed at any time in the commencement or progress of the Work by an act or neglect of the Owner, or of a separate contractor employed by the Owner, or by changes ordered in the Work, or by labor disputes, fire, unusual delay in deliveries, unavoidable casualties or other causes beyond the Contractor's control, or by delay authorized by the Owner pending mediation and arbitration, or by other causes which justify delay, then the Contract Time shall be extended by Change Order for such reasonable time as may be determined by the Contractor. Costs and Payments The Owner is responsible for payment of all costs related to this Project. These include, but are not limited to: J all permit fees and related costs 2 all materials 3 all labor costs 4 all architect and Engineering fees 5 Contractor's fee Owner agrees to payment of all Subcontractors in a timely manner. It is the Contractor's responsibility to fumish all approved Subcontractor invoices to Owner, periodically. Payment shall be made to Contractor, upon receipt of Contractor's invoice., for disbursement to Subcontractor. Owner agrees to payment of all materials in a timely manner. It is the Contractor's responsibility to furnish all approved material invoices to Owner, periodically, with payment made either to the Supplier per the Supplier's requirement or given to the Contractor for disbursement. The estimated cost of the project is $123100.00 which is based on the plans originally submitted to Contractor. Owner agrees that this cost estimate is subject to change, dependant upon fluctuation of material costs and/or Owner requested changes/deviations to those original plans. The Contractor's fee is $11500.00 and is separate from any Subcontractor's fee and Material costs and is included in the estimated cost of the project It shall be paid as follows: 1 $1000.00 at the signing of this agreement 2 Remaining money to be disbursed every 2nd Friday after commencement of the Work in the amount of $1000.00. 3. Any money remaining from the $11000.00 is due and payable upon receipt of the approved Final Inspection. 4 Contractor may defer any progress payments to a later date. Should the Owner request that the Contractor become involved with any issue that was agreed to be Owner's responsibility, the Contractor shall charge an additional fee of $45.00 per hour of involvement. Escalation Clause Owner and Contractor recognize fluctuation in the construction material market It is understood that there may be price increases in material during the course of construction. Contractor will act to avoid such costs, but , if they occur, they will be absorbed by owner. Dispute Resolution Voluntary Dispute Settlement - Direct and Mediated Negotiations: Both parties agree that in the event any material difference of interpretation or any other controversy or claim arises out of or is related to this Agreement or the breach thereof, both parties shall promptly make good faith efforts to settle the matter directly between themselves. Both parties agree that if any controversy or claim remains unsettled for fifteen (15) days following notification by ordinary mail that a dispute exists. In a further effort to achieve a voluntary settlement of the dispute, the parties shall immediately retain a mutually acceptable mediator or mediation team experienced in the field to conduct a mediation. The parties shall participate in good faith confidential mediated negotiations according to Evidence Code Section 1151.5. Each party shall pay one-half of the mediation fee and their own attorney's fees and expenses. Contractor's Obligation; The Contractor shall hire qualified, licensed and insured Subcontractors for the Work. The Contractor shall obtain a Release of Mechanics Lien from each Subcontractor upon final payment for his portion of the Work The Contractor shall maintain a clean, safe Work site. The Contractor shall supervise the day -today operation for the project The Contractor shall order material and supplies, as needed, on behalf of the Owner The Contractor shall make every effort to adhere to estimated costs, reducing said costs where possible 14W Contractor's Obligation (continued) The Contractor shall ensure that adherence to the building documents and the Florida Building code are met by all Subcontractors. The Contractor's obligation to Owner will be considered fulfilled after all Final Inspections have passed. If Owner's responsibilities, as specified below, are incomplete and/or affect passing any Final Inspection, Owner absolves Contractor from that Obligation. The Contractor warrants the Work for 1 year from completion of the project. Owner's Obligation The Owner shall provide utilities (water and electricity) for sub -contractors The Owner shall provide any and all electrical fixtures for installation by the Electrical Contractor The Owner shall provide any new appliances for installation by the Electrical Contractor or Contractor The Owner shall complete all of Owner Obligations that affect Final Inspections in a timeframe that expedites the Final Inspection. The Owner shall The Owner shall Signed this 22 day of 1 (year) Signed in the presence of- Signature f Signature City/State/Zip Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 2 FAi DAVID JOHNSON, CFA, ASA PROPERTY APPRAISER S[MINOLE COUNTY rL. 1 I Of E. FIRST s7 5ANFORO, FL3277t-1468 407-66S-7506 00 G0 0420-00W 7 P F d 1'3M* -'l 0030 0040 0520 14 1.5 ,5 003A 0010 W 4TH ST 0620 Y ¢,. ;. y 3- Lam} +-.. , 7!• tr fw Y1x Lp 1 25.0 1 90.0 VALUE SUMMARY VALUES 2010 Working 2009 Certified GENERAL Value Method CosUMarket Cost/Market Parcel Id: 26-19-30-507-0000-0160 Number of Buildings 1 1 Owner: BRINSON SHERALYN J Depreciated Bldg Value $49,568 54,461 Mailing Address: 1800 W 4TH ST Depreciated EXFT Value $320 320 City,State,ZipCode: SANFORD FL 32771 Land Value (Market) $20,000 20,000 Property Address: 1800 4TH ST W SANFORD 32771 Land Value Ag $0 0 Subdivision Name: ST JOHNS VILLAGE 2ND REVISION Just/Market Value $69,888 74,781 Tax District: S1-SANFORD Exemptions: 00 -HOMESTEAD (1994) Dor: 01 -SINGLE FAMILY Portablity Adj $0 0 Save Our Homes Adj $8,460 13,414 Assessed Value (SOH) $61,428 61,367 Tax Estimator Portability Calculator 2010 TAXABLE VALUE WORKING ESTIMATE Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 61,428 $36,428 25,000 Schools 61,428 $25,000 36,428 City Sanford 61,428 $36,428 25,000 SJWM(Saint Johns Water Management) 61,428 $36,428 25,000 County Bonds 1$61,4281 36,4281$25,000 Potential Portability Amount is $8,460 The taxable values and taxes are calculated using the current years working values and the prior years approved millage rates. SALES 2009 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified Tax Amount (without SOH): 1,459 QUITCLAIM DEED 07/1982 01407 0941 $18,000 Improved No 2009 Tax Bill Amount: 576 CERTIFICATE OF TITLE 02/1981 01322 1188 $100 Improved No Save Our Homes (SOH) Savings: 883 QUITCLAIM DEED 10/1980 01304 0007 $100 Improved No 2009 Certified Taxable Value and Taxes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTSFindComarableSaleswrithinthisSubdivision LEGAL DESCRIPTION LAND Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS: Pick... LOT 0 0 1.000 20,000.00 $20,000 LEG LOT 16 ST JOHNS VILLAGE 2ND REVISION PB 10 PG 71 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost New Budding 1 SINGLE FAMILY 1965 5 975 Sketch 1,760 1,407 CONC BLOCK $49,568 66,091 Appendage / Sgft UTILITY FINISHED/ 121 Appendage / Sgft ENCLOSED PORCH FINISHED / 432 Appendage / Sgft CARPORT FINISHED / 187 Appendage / Sgft OPEN PORCH UNFINISHED/ 45 NOTE: Appendage Codes included in Living Area: Base, Upper StoryBase, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits http://www. scpafl . org/web/re_web. seminol e_county_title?PARCEL=26193050700000160&cow... 11/17/2009 Permit #: Project Name: 10-341 Residential Addition Address: 1800 W. 4th Street. Plans Reviewed By: Richard Denman 407-688-5150 The Permit Is Subject To The Following Comments THE FOLLOWING ARE STANDARD COMMENTS: NOTICE: In addition to the requirements of the Permit there may be additional restrictions applicable to this property that may be found in the Public Records of this County and there may be additional Permits required from other Governmental entities such as Water Management Districts, State Agencies or Federal Agencies. 1. This approval does not grant permission to violate any applicable Codes. 2. Inspections will not be given unless the Approved plans and Permit are posted in a prominent location and protected from the elements until all inspections are complete. 3. Any connections that may be hidden during the installation shall be inspected prior to covering. 4. The Permit shall expire if work has not begun within six months of the date of issuance. 5. All Permits require Final Inspections. Failure to do so may result in permitting rivileges being revoked as well as charges being filed with the DBPR. 6. Your attention to "Notes" written on the Plan pages is requested. LOT z L---------„ ZP1,OVERHEAD POWER LINES TTLI 1 S' LLL'Y r — — — — — RECOVERED IRON ROD AND CAP PROFESSIONAL °— I SURVEYOR AND MAPPER 3144 ST. JOHNS V1LL 4GL' 2N10 lgFFlr S1011N PLOT B00&- 10, P,4CF 71 3.0' 3.0' I I LOT 16' 0 I° 4' CHAIN LINK I FENCE AT 1.7' ° WEST AT THIS POINT WrA 6.6' LU V ^ i at I I c aUJIN V) i I LiJ 0 Icb 0a zI 8.7' I t,. ° ° v o I 2E!- LULI o 2 a Y Ja ZI IS I v° a• I I L — — — — — 71.5'(PLAT) -- N — — 5.3 L—, Alma,_ 2' CGNCRETE CURBING G This survey, or survey service, is the result of a business transaction between Tinklepaugh Surveying Services, Inc., and the party or parties named hereon, and certification is specifically imited to said parties. WOOD POWER POLE LOT W — OHW — OHW — —oHW OHW OHW OVERHEAD POWER LINES MEASURED) 9' DIRT/GRAVEL ROAD M RQ•AA'nR" IF 81.55' (PLAT) o—o—o—o—`o-04'—Oo—o—o—o—o—o—o—o—o—o—o—o 4' CHAIN LINK FENCING FENCE CORNER AT FENCE CORNER AT 0.3' EAST, 3.1' SOUTH 1.3' WEST, 4.1' SOUTH I—— OVERHEAD POWER LINES 10.1' WOOD SHEDadDDLOT 16 3' X 3' CONCRETE STOOPFI—F6.6' ONE STORY v MASONRY RESIDENCE 1800 10.6' u7 W KW I OD wi w.0 1 z I Of z,l U . F 39.4' v w ai CONLIRETE t o w - az PORCH 0too a; N _• RECOVERED IRON ROD 4I AND CAP PROFESSIONAL SURVEYOR AND MAPPER 3144 S 89'45'40" W MEASURED) o—o—o—o—o-o—o—o—o—( 23.3'- 12.3' 3.3'- 12.3' N 0-0-0- 4' o—o- 4' CHAIN LINK FENCING SET 1 1/2' IRON PIPE WAND CAP LICENSED BUSINESS NUMBER 3778 41.0' — 22.9' 4 0 u7 W z C4 E53 w V) TQ 0 W t Yz 0 2 f Frc T. FENCE _ 0.5' WEST 8a 05a CAT °;`° CONCRETE o—o—o—o—ov DRIVE ^ a CONCRETE MAILBOXV 1 F011h'Tf1 STR 1s'T 60' PLATTED RIGHT OF WAY PLATTED CENTERLINE ASPHALT PAVEMENT to the best of my knowledge and belief. It has been prepared in accord with the Standards set forth in Chapter 61G17, F.A.G., pursuant to Chapters 177 and 472, Florida Statutes. Unless it bears the signature and the original raised seal of a Florida licensed surveyor and mapper this drawing, sketch, or map is for informational purpWes only grid is not valid. P.S.M. N0. 5980 41.0' — SET 1 1/2' IRON PIPE AND CAP LICENSED BUSINESS NUMBER 37' r - W M a 00 W0 WW FIELD BY: RW DRAWN BY: KLH SCALE: 1 "= 20' DESCRIPTION LOT 16, ST. JOHNS VILLAGE 2ND REVISION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGES 71-72, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. SURVEYOR'S NOTES: r 1.) BEARINGS BASED ON THE NORTH RIGHT OF WAY LINE OF FOURTH STREET, BEING SOUTH 89' 46' 08" WEST, AN ASSUMED MERIDIAN. 2.) DESCRIPTION FURNISHED BY THE CLIENT. 3.) NO UTILITIES LOCATED OTHER THAN SHOWN HEREON. 4.) THIS SURVEY WAS PREPARED WITHOUT BENEFIT OF CURRENT TITLE MATTERS AND IS SUBJECT TO EASEMENTS AND MATTERS OF RECORD. 5.) THIS SITE IS SUBJECT TO THE RESTRICTIVE COVENANTS AS_ RECORDED ON PLAT BOOK 10, PAGE 72, OF THE PUBLIC REGOUS. OF SEMINOLE COUNT, FLORIDA. 6.) ACCORDING TO FLOOD INSURANCE RATE MAP NO, 12117CO07OF, REVISED SEPTEMBER 28, 2007, THE ABOVE DESCRIBED PROPERTY LIES IN FLOOD ZONE "X", AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL FLOODPLAIN. DATE OF 9_29-09SURVEY: ORDER N0. T09 B57 FILE NO. BX -# 8032 Tinkl®paugh SURVEYING SERVICES. INC. 379 W. Michigan Street, Suite 208 a Oriando. Florida 32806 Tela: No. (407) 422-0967 ftx Ha. (407) ail -8916 LMENSSD sUSDIES3 No. 8778 14STALLATION ANUIOR CON{AETE/,tASONRY 9Y OTHERS ONE BY WOOD Bup: BY OTHERSb CAULK BETWEEN' M14WN d d FLANGE k WOOD ®JCA PERIMETER CAULK BY OMCRS FLANGE TYPE IASNDOWHEADR 2 1/2" IAN LDS DISTANCECAtI_Y, BETWEENWOCOBUCKk MASONRY O:ENING BY OOICRS 1 14 MIN. DA EOMENr 1/4' NAX, SHIM SPACE acv nLLEA IqD I 7 1/2- MIN EDGE GSIANCE a a L I TER CT I UNOOW HEIaHr GLAZING TYr''. FLANGE RPE VANDOW FRAME 9LL LlPEMMETERCAUX BY OMERS Im SILL 5100: BY OINCRS a • CAWUK BETWEEN N1NDOW FLANGE PRE CAsr 91.L IN PAl_ CAST SILL W.nl VL1;kEM OY OTHERS 115 ADHES'4E CAULK OR APPROVED EOUAL SECWNA,A a OFFICE NMEGNf amm"^C. cat I W-mcD nt%SED 10 camps Y 1111tH 2ov Fac 8113/06 1 R.L. 1/4' VAX, B+iM SPALL 1/4' MAN, SNM INTERIOR FLANCE TYPE WNDOW FWAME JAMB GLAUN0 RR --/ Rico FILLER- / OONCRETE/MASMRr tAILHIUK CAULK BETWEEN WHOOP BY OTHERS FLANGE R WOOD BUCK PET-0METCR CAULK SEC -mm" BY OWNERS ONE BY wow BJCR BY OTHER5 1 1/4' MN EMBEDUENT CAULK SETAEEN 17 WAS04RYOD BUCOPLNINC 4 BY OTHERS msluuAnay. T ANIWOR 1 p z 1/2' UN d 6 OIStA'VOE I CONCREIL/II ASOMRV BY oYMERS Clgt* lWaO tYUU R L~ A LmwWil4Mw daaR1 uMrM.PC vm Orr roe 1t+e +:ata ofov GENERAL ALUMINUM COMPANY OF TEXAS, LP 1001 W. CROSBY RD. CARROLLTON, TX 750116 SERIES 1580/1590 XOX HORIZONTAL SLIDER * 108 X 48 INSTALLATION DETAILS ORAW: QAL ND. RCV R.L. FL 00057 A 901`E MTS °M 1412/07 SMT Of 2 PH Pf-- H A 1 -1,16 aLtL., qTm m ear A1104CIR srA^.NO SEE D. f7iANi5 6 lam7 B l0 mN eN mN m Q DO ul A 11" VwT WWFROM EA'TacR mayffiaAswMIM I 9Pua ow" 4d0 PSP I Hors MAKNRUm d19(prfpN}eafT ivelp"Olychaff&" 0aa1p9n1d2lnld(Sampk Un" NurTTbarofanchwe NWhv4 bas edon 9>Ift" ptnasum andTa~$pNfbTg. tmb Nuroh "d IM'Ip a 1 0od awm arSndl T'Opwa WAS" orsamowr I ousf Rf%gSTO 10 COPLY PATH 2O37 FDC 9/17/06 1 R.L. NOTES: I) ME PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFAMRLD TO COMPLY M1TH WOJIREMEN TS OF THE FLORIDA BUILDING CODE. IT 2) OPENING TO BE DESIGNED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. OPENING DESIGN IS TKE RESPONSIBIJTY OF THE ARCHITECT OR ENONEER OF REOORD, 3) CONTRACTOR IS RESPONSIBLE FOR MAINTAINING SIRUCTURAL INTEGRITY OF WINDOW OPENING AND ALL WOOD FRAMING AROUND WINDOW. 4) VANDOW FRANC MATERIAL TO BE ALUMINUM ALLOY 6063 5) ALL FASTENERS. NU1S AND WASHERS SNALL BE MADE OF CORROSION FCSISfANT MATERIAL. 6) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR W;TH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/I0' OR GREATER OCCURS, NAk1V.'JN ALLOWABLE SHIM STACK TO BE 1/4'. 7) INSTALL UNITS IN SPRUCE PINE FIR USING A WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE A 1 3/6" MINIMUM EMBEDMENT. INSTALL UNITS IN MASONRY/CONCRETE USING 3/16" TAPCON OF 9JFFID'NT LENGTH TO ACHIEVE A 1 f/4" MINIMUM EMBEDMENT AND 2 1/2' UINIMUM EDGE DISTANCE. LOCATE ANCHORS B" MAX. FROM EACH CORNER AND 12" MAX. O.C. THERCATTER. e) APPROVED IMPACT PROTECTIVE 5YSTEM IS AMLJIRF ON THIS PR011UCT IN MWD BORNE DEBRIS REGION& 9) CAULK BEHIND WINDOW FLANGE AT HEAD, SILL AND JANOS. 10) USE CAULK Fort PERIMTER SEAL AROUND EXTERIOR OF MINOOW'. 11) WHERE WATER RESISTANCE NEST REQUIREUM OF 15X OF DESIGN LOAD APPLIES, POSITIVE DE9GN PRESSURE 15 LIMITED 10 40PST DUE TO WATER TEST PRESSURE OF 6PSF ACHIEVED IN TEST, 12) IF EXACT WINDOW SIZE IS NOT LISTED USE NEX1 LARGER 9ZE FOR THE APPRODRIATE DESIGN PRESSURE. 13) ALLOWABLE STTLESS INCREASE OF 1/3 WAS KOT USED IN THE DESIGN or THE PRODUCT SHOWW H:REIN. WIND LOM DURATION FACTOi CdwI.b WAS USED FOR WOOD ANCHOR CALCULATIONS. 14) UNITS MUST BE GLAZED IN ACCORDANCE WITH ASTM E1300L a11YlF rp,a brW A. u la P. Looam: +Off V*Mbe Rd Lia"0e.1,e5nmf Orf; NXI&II 12:1111AO 4MW GENERAL ALUMINUM%LlurNrr,,, COMPANY OF TEXAS, LIP , 9 Lo fk 1001 W. CROSBY RD. CARROLLTON, TX 75006 = 0SNB Td SERIES 1580/1590 XOX HORIZONTAL SLIDER 108 X 48 €; ELEVATION AND GENERAL NOTES A OF R.L. I FL 00057 sats: N15 I oOa 1/12/07 1 Srg11 OF 2 A INSTALLARON ANCHOR 2 1/2" MIF: EOGt DISTANCE CONORETE/MASONRY BY OTHERS CAULK BErW EN WOOD BUCK & ONE BY WOOD _ MASONRY OP NtNC BUOY. BY O1HrRS Or OTHERS 1 1/4' MIN, CAWLY BETYrEN W4NOOW Q Q EMBEOMEN r FLANGE & WOOD BUCK ONE BY *PQD- BLFCK BT OTHERS PERIMETER CAUUC BY OTH{RS 1/4' MAY., SHIN SPACr I EMBw.CN1 FIANCE TYPr WINDOW FRAVC HEADER LRIGID FYLLER INSTALLATION aurum Q EXIERIOR GAZING 17W. FLANGE nPL IHNOOW FRAME SILL PERIMETER CAU:( BY OTHERS 2 1/2' p M1y EOOE INTERIOR 01, 1 cc p CAUL)( BLPAEEN How WOOD BUCK & MASONRY OPCNING BY OTHERS CONORETe,/MASONRY BY OTHERS SILL STOOL V 9 Q 4 BY OTHERS CAULK BETWEEN WINDOW FLANGE PRE CAST SILL WTH WUSEN PRE CAST SILL 116 ADHESIVE CAULK OR BY OINERS SEC17ONA,4 APPROVED EQUAL 1/4" wax. Swot SPACE INTERIOR FLIrt1;lR6 msxprKw o4B .P-pw m IIEWSFIO TO COLVLY WIN 2007 FOC 6/13/0 R:. 1/4" MAX. SKU FLANGE TYPE — MNDDW FRAME aNV9 CLAZWO IYP, --j RIO.) FILLER—/ G.I IGRIVR CRLKA Brr%EEN WINDOW RANGE & WOOD BUCK PERIMETER CAULK SFCT70N919 BY OTHERS GENERAL ALUMINUM COMPANY Of TEXAS, LP 1001 W. CROSBY RD. CAitROLLTON, TX 75008 SERIES 1580/1590 HORIZONTAL SURER 72 X 54 INSTALLATION DETAILS er: OM1t: Nt1. FL 00055 r. NTS °i'r 1/12/07 SOC' 2 Or 2 ONE BY WOOD BUCK BY OTHERS 1 1/4' MIN, EMBEDMENT d f,.INSIALLATION V 2 1/2- V. 2, V: II. EDGE b D15ranCE CAULY B ETH:EN W003 BUCK & MASONRY O'ENINB BY OTHERS OONCfii:rE/4+ASSN RY BY OTHERS mutrIvip'+MmIL Low P. EIEtl kh I$lUWft0ITM. bobvil4ma oll of" taa.nu 14Alat esm It- L pF "rl I 7 Qm m tLm Nai v Nm I` m v co UT 9-4 T m N 0 r -H r FOR ANCHOR 304046' SEC CHARTS 'k NOTE 7 ate,. tLi' • oeswxrvvesstaec/eLrL,va I ~fmmAn J 40,0 PN3F Rahe fNTfRitimdf5lj)II !fWRDO dfy dtdli i I1nf arar,.aa1 Ha.a MNTA'M4umt#slgrtpnurueelepeohy +n(P 1 1wH 4e.1,,:M. n„a Howm moll111 111LIJ, fA0 91:' SERIES 1580/1590 HORIZONTAL SLIOLR SBH p g 72 On) ELEVATION AND GENERAL NOTES'' G I AfE !fR r A—m 60.0 4. 0 Au LagaLlaluit z:'aj"'*"t Q t:tr i 00.0 40.0 80.0 40.0 00.0 A MNTA'M4umt#slgrtpnurueelepeohy +n(P 1 1wH 4e.1,,:M. n„a Howm moll111 111LIJ, fA0 43.0 SERIES 1580/1590 HORIZONTAL SLIOLR SBH p g 72 On) ELEVATION AND GENERAL NOTES'' G I AfE !fR r A—m 60.0 4. 0 Au Pa ft. 0 40.0 o.D. 0 00.0 40.0 80.0 40.0 00.0 A N 80.4 0 4D.0 80.0 10. 6 41040.0 400 T2. 10. 0 04R00T! 400 OD0 0 A 40A 16.0 64.0400 61.0 10.0 61A 0 9 44A 1Q FL f t -gy L4, 3 RE%4nD TO COAIN.Y 'ANM "07 Me 8/13/09 RA_ NOTES! 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED 10 COMPLY WITH REOUIREAIENS Or THE FLORIDA BUILDING CODE. 2) OPENING TO BE DESIGNED TO PROPERLY TRANSFER ALL LOADS 10 STRUCTURE. OPENING DESIGN IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) CONTRACTOR (5 RESPONSIBLE FOR MAINTAINING STRUCTURAL INTEGRITY a -- WINDOW OPENING AND ALL WOOD FRAMING AROUND 1AINDOW. 4 HANDOW FRAME MATERIAL TO BE ALUMINUM ALLOY 6083 5 ALL FASTENERS, NUTS AND WAS41ERS SHALL BE MADE Mr CORR05'ON RESISTANT MATERIAL 6) SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 7) INSTALL UNITS IN SPRUCE PINE FIR Uy NG 65 WOOD SCRER' Or SUrRCIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM. EMBEDMENT. INSTALL UNITS IN MASONRY/0014CRETE USING 3/16" TAPCON OF 90FICIEI4T LENO'TH TO ACHIEVE A I 1/4" MINIMUM EMBEDMENT AND 2 1/2" MINIMUM EDGE DISTANCE 5) APPROVED IMPAC1 PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN VANO BORNE DEBIRS REGIONS.. 9) CAULK BEHIND VAI4DOW FLANGE AT HERO, SILL AND JAMBS, 10) USE CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF WINDOW. 11) VlxERE WATER RESISTANCE TEST REOVIREMENr OF 152 OF DESIGN LOAD APPLIES, POSITIVE DESIGN PRESSURE IS LIMITED TO 49PST DUE TO WATER fCST PRcSSURE OF 6PSF ACHIEVED IN TEST. 12) IF EXACT WINDOW SIZE IS NOT LISTED USE NEXT LARGER 9'ZE FOR THE APPROPRIATE DESIGN PRESSURE. 13) ALLOWABLE STRESS INCREASE OF 1 /3 WAS NOT USED IN THE CESGN Or 114E PRODUCT SHOWN HEREON. WIND LOAD DURATION FACTOR Cd -1.6 MS USED FOR WOOD ANCHOR CALCULATIONS, 14) LIMITS MUST BE GLAZED 114 ACCORDANCE_ WITH ASTM E1300 1e. Mbtl eella•, ra PJ. wwwft.w.'TTas 001M.12.1019A0140W GENERAL AIUM)NUM moll111111LIJ, COMPANY OF TEXAS, LP 1001 W. CROSBY RO, CARROLLTON, 1X 75006 k'. SERIES 1580/1590 HORIZONTAL SLIOLR SBH p g 72 X 54 ELEVATION AND GENERAL NOTES'' G I AfE !fR r FL axr HTS I'm 1/12/07 9'771 Of 2 ' A' i F,a1o 1 S OPROMI. USE OR 1/r AYRIIC CITES AVNIAeLE. OPTIDIAL ACRYLIC_.. n PLA XMC aPM DR LUCIIL CP APPR W CC2 PLASTIC W ACCWMNCC PITX OC/rBC 2000 (SEE SECTKNK B-(!) 6)IMT[RY[DMT[ RTKES fOR 10' rOE DOOR. PO M YIN. END mw ATTACHED TO DOOR A ACM[D R/ TDO -L -LOC. LON 1000 IE- WDN MTH MTENTm TOO -L -LOC RYSTCNJANDURUHVLADKLSNLLONGLTiNIW ` (}DPS BDTTDN a cwrvD. DATE _ DES'. 0 0 2 0/0.5 ADDED ROLLER OPTION 06/15/00 UPDATED STRUT ATTACHMENT m1miniONi1Mir1= 11,iiON1111.eI I Fi1——1—,—Q P.1 1- 4 wil w I NET w}P7 sRt•STY IitiSYl•L BTW.TI a[xTi].Yry i I siA[ e II AFEVE ANCRIdO, 1' Q17 1I 12 `61N,R. `1{f[[ LRAC7NCNI MACK[1D TWA ATTACKED TD DAOH BANCKCT j{ YQ ITA RTD LND PTKiP` GCNR(,{!) 1, M01/ B'1 U TP M DKV. STEa TDP II I AT" Two I/4NBR m DOLT&CIA.01RWE A7 IJ."a!/AS BEEF TMMIq SC KR [ND HNOE 1 1ROUENCUCKDr/(.) ON Dulm p CK SIDE ON BU SECTION, SNIP LAIN ENIAM J_ 11N3/6' SHLU YUM HWOE DI DOM. ISI STEEL DR NYLON TIRE 1-]-1 M7RM1 ((L[. TR'0 u-BVISYR'ONEO2SOTTOYSECTON. OI! U -BAR M WX! 13 ON r 16[C•0µCi ISI to j), WRM1/413/4' RaF TAPPAS SCRESS: a SECMN. ETT9C.ON NEXT DNS[ SNA u CA, 2VEX MLTM[DATE mIE IDM7[rl AIDPERENDSTAG. YEN! ROOr XLMSXT b'N0. INTER. ml[ LACK SIDE M DOOR, WLpOMLTOppNN LApII OPIIOrML KATE ems'" A OPTIONAL OUTSIDE KEYED LOOK POSITION WTM ( ZI114.3/rSHEET META SCREWS.WM FWITH ( 2) aunDC KRYED VN1L rLATN[RSTMP. I MAX. DOOR KIM - 10'-0' JQp.` M MKIN Or THE SLI PPMDNO STRUCTURAL ELEMEWS DILE TELFORD FORT P1RDM0 M RE"`°`T"` R`'°g'P`"''°'W..-Ir Do Building Products Wmrr M rwTIeLM RRK CURRENT OULDMO CORS FOR TK ON STEL Company INPDE INNDIE CRONE / MEW MTINN U.V. FRONTONOV. COAMNURFACE SW MOULDING Of DOOR MTAULR (TO DUO) p Q6e pIASy 011 LAED MINNOAV. WED. O STILE WEND INPOE 1/ 0 ACRYLIC LTTE 2K1 YLUPN RK DALE iQl LITE RUNNER P: 3/A' MN NEW OCRCr D CA DKV. STEEL WTEX. RLL g 11 UNITY POLYSTYRENE FOAM INSULATION 1D OGILR6 T4R LGE) 12 M DKV. R[a 111,14T aRADNLTS rA3TptDy/T{oROOD AMwe 8 1- 1S' THICK"VINYL HARCELL fACXOR ( NSNAGtD YODELS ONLY)N_, - 21 THICK WON ONF S/l G•PCR 7FMCK GBepF If 20 M API GAIN. STEEL 29N ALAKED- ON PINMLR ANDAMN[D-ON M'&9,4 TOP CMT APPLIED TO BOM PDES M REEL SKM SHIP W JOWL IiORQONTA , RADK PA`PORT R' TALL DOORS A. WTALLER ( TO 13 OA MLN. STEEL MAI BRACKET.LADM FASTENED TO WOOD JAM BW M POOD IAD SCA[R'S ARCANE 116 rat» ahffAa TDv.. rrurr.,ulnu oopt 2' GLV. STEEL TRAP, _ Mr. TRAP 71DCILNC84 1 2-11]11] GA OA W. STEEL TRACK aPCKR. 4) TRACK PACKETS PER SOC. (FACTORY ATTACKED) am KLAbACOM1, A NIABLE AS AN DPTION fiTRACK emm"NTON WAMDomOPENINGODERMOi APKCT TML VMD LOAD MTMO M'ft6 DOOR. HMDOOR MAL R6 AAUER4 0 SUlq DOORS p[R 0' 1NL 13 M RELY. STEEL'LAO 6MCKEY. EACH FASTENED Tp WOOD JAMB WIN E) S/1011-5/R IAO RCRMS. 1x. K aALrDN,nnK E vAdiY DKV. R[a TRACH TRACK TIDCKNCSS:.ME' NM. M. 2-1 12 GA. MCV. REE TRACK BRACH 1 • S 6WA%IETS PER POC V 10 lr NON. Eq) RACK PKCKU4 PER PDE UP TO tr Kam. DISTANCE BETWEEN MO ND T TRACK BRACK L' ACT TO EXCEED 3D' O.C. Icti 1ANdILLONDQUION MROwnlyr PDC mm- H .Nun RY OMn. 5mm0' HIGH, TRACK _ siA[ e to DA. o4TVp. WTD CS2TI RE[ARLYH/ M(+ 0[ ASTLpYNLRy( OyTN[ Q PLRRpLROpL1w) u. SXLR Yh 9CRCR9.1 AFEVE ANCRIdO, 1' Q17 ISD"" L[ 4 12 `61N,R. `1{f[[LRAC7NCNI MACK[ 1D TWA ATTACKED TD DAOH BANCKCT j{ YQ ITA RTD LND PTKiP` GCNR(,{!) 1, M01/ B' 1 U TP M DKV. STEa TDP LOC EPAR S W AT" Two I/4NBR m DOLT&CIA.01RWE A7 IJ."a!/AS BEEF TMMIq SC KR [ND HNOE 1 1 ROUENCUCKDr/(.) ON Dulm p CK SIDE O LOG{ ENGAGESr P' ID PVL SHORT STEP STEEL ROLLER PITH 11N3/ 6' SHLU YUM HWOE DI DOM. NTO VERDCKA STEEL DR NYLON TIRE IiORQONTA , RADK PA`PORT R' TALL DOORS A. WTALLER ( TO 13 OA MLN. STEEL MAI BRACKET.LADM FASTENED TO WOOD JAM BW M POOD IAD SCA[R'S ARCANE 116 rat» ahffAa TDv.. rrurr.,ulnu oopt 2' GLV. STEEL TRAP, _ Mr. TRAP 71DCILNC84 1 2-11]11] GA OA W. STEEL TRACK aPCKR. 4) TRACK PACKETS PER SOC. (FACTORY ATTACKED) am KLAbACOM1, A NIABLE AS AN DPTION fiTRACK emm"NTON WAMDomOPENINGODERMOi APKCT TML VMD LOAD MTMO M'ft6 DOOR. HMDOOR MALR6 AAUER4 0 SUlq DOORS p[R 0' 1NL 13 M RELY. STEEL'LAO 6MCKEY. EACH FASTENED Tp WOOD JAMB WIN E) S/1011-5/R IAO RCRMS. 1x. K aALrDN,nnK E vAdiY DKV. R[a TRACH TRACK TIDCKNCSS:.ME' NM. M. 2-1 12 GA. MCV. REE TRACK BRACH 1 • S 6WA%IETS PER POC V 10 lr NON. Eq) RACK PKCKU4 PER PDE UP TO tr Kam. DISTANCE BETWEEN MO ND T TRACK BRACK L' ACT TO EXCEED 3D' O.C. Icti 1ANdILLONDQUION MROwnlyr PDC mm- H .Nun RY OMn. 5mm0' HIGH, TRACK _ 111 OCB.OR MDKr. STLa e PROW P ' 0. CONSLLT FACTORY M WRC DETAL 11 RW. AFEVE ANCRIdO, 1' Q17 NI[ ACP R P ORMTHIAppITTC0111. AMGDRS YM B[ Cd1RTERSUNN M oMD,PI IwM D,b'K 4 M GPWTMO LIMAttD.)r 400 EDI, FASTENED TD END w M/(A) it..s/Be• d1iK . MM NOT 71MAMR LOO, R, R LAD AM,AD[DMD d M Iu al NNWMw.L w.w wi 3• TALL u-BV1 OAW. STEEL TOLD STRENOTk [0 KIM R2DM. PINGSCREWS.NK O LOG{ ENGAGESr ACCORD MPC: PAN -2f153 1". 20 M DALV, VEIL U -WR IN NTO VERDCKA 1-]-1 M7RM1 ((L[. TR'0 u-BVISYR'ONEO2 SOTTOYSECTON. OI! U -BAR M WX! 13 ON r 16[ C•0µCi LACK u W ATTACXLy to j), WRM1/413/4' RaF TAPPAS SCRESS: 2VEX MLTM[ DATE mIE IDM7[rl AIDPERENDSTAG. YEN! ROOrXLMSXTb'N0. MITSTLLL 00T1oM BRAG(U.'®M[D WTM (ZI114.3/rSHEET META SCREWS.WM FWITH ( 2) VN1L rLATN[ RSTMP. JQp.` M MKIN Or THE SLI PPMDNO STRUCTURAL ELEMEWS TELFORD FORT P1RDM0 M RE"`°`T"`R`'° g'P`"''°'W..-Ir RDANCE Building Products RRK CURRENTOULDMOCORSFORTKONTK' DRAPING Company 111 OCB. OR CON EXCEEDW%MI`SPACING ffiy S/6 11L. 'I NEI] L ]1K' CCNTEAG F10 1RCM PROW P ' 0. CONSLLT FACTORY M WRC DETAL 11 RW. AFEVE ANCRIdO, 1' Q17 M 1DEER1 R P ORM THIAppITTC0111. AMGDRS YM B[ Cd1RTERSUNN IER REOOR)ED. LA WY BE COLMRRSUNIf GPWTMO LIMAttD.) r 400 NRLM RAC SIIMML NWM0." 2O lML 00war 7 wsn3l DIdO d1iK .MMNOT71MAMRLOO, N1M DESIGN ENGINEER: MARK WESRRFELD, P.E. DESIGN LOADS: +24.0 PSF k -24.5 P; FLORIDAP.E. /. 6495, NORLr P.E. /23632, TEXAS P.E. /97513 0°N.'•DDKAA R,a"NK moiTEST LOADS: 136.0 PSF t -37.0 PSF RODUCT4 COMPANYvTNDLMO MPC: PAN - 2f153 RATING W4 NA%. DDDR SIZE, 16.0' W % 16'0-H 7717-4eoD 1/3/97 DESCRIPTION. GDpey CRrperMlen AN FNht. ReRRMDr. DRAVN DY, A1C M N 73/75/84A/94 WIN +'. pemOnt3 CW "'" herein oro the Dale property ^ OKAYING NUIDER OpOy COlPOl04NIn OOa may not.De reproOuceO CHECKED BY, 1S J{ 101711 arm vthout tR rr6ten PCrmlm,Dn. MWW IF0 ,OO l,905/A FARCOMlUC' II nfrl,)f,G \,% 5675.07/ P E R 'I'A 1 40" Z L i I SECE 1 : Mmomsvlb MgW g el ampmr 11 dtAFbdjguffftr4ft ftomWori U4d ahs Ham sm 0 Caft ex7ftmay be demm*mbd by th m of•Forot11t)1or 6tEdikmddmmdMm a018r i UNWAa haft modem or ax eedaRaiifie anTabbtml30d bur 9 7a41af9 2offtfomaa14 4msad, ANDa M /D': W -1 '^ p( as 7 fC— t he CN-IN1L III 1, tter oominf edicn ertaraorate ta3tRe9rrarearr sirs . es,erolhersaef tom. 6B iaagldosp es d 'fol!o ' r mr"taisla 111 nth t cdr f ilQ'to Bo. taslaaad" 6e e fd to ar urea 3, CorepleEs paw 1 basad mr e'fo Be toss' o rtdont n. 4.Rod'111fg mrqpaqwmmftfwMPedaW.Tabb11"armdedeachtmeteieftayefrrftudit ig mlba9a la mfrs 5. Read. sign aad dam t[fe'Pre ad W oertdtcatian Afti o d d the bubm Clow Like maw er arisef§ app mid else dip and dm the tone. M /D': ft oaa 1'rtrt3 p( 1tt R- am& 1. tiertraetifRnatlnn 2 Sbigoawft difteer z. 1f- R= sq -ft. 3. ti da atttrt9a toy tlde i . 11a. R= 11tb.Tcdreport at dm;tYle s 12a T"c 12- Com aysEerrti 1ML SEERMER: S. CmmMbffmd float sma 01q. 10 7ypes revue!. tvom turfs patage terms AC. gat aonr) 122& 13. Ned" sysun O a- 18b. i8 F1COP/ MVE 1ge. b.SHW 14. pragrannnab% buftftd an HVAC eysbw= u . vas C. Gloms arse I& Hat wmmm Fly III: nf: 19a. Type: 7. agBE boA oemrata 7 U x 1'f. Ef: 1 crtyira, eren or perlm artd a b. %bok raised W-vaifm) tom. R= sq 1t a VYood.comman (A vie) 8C Ra d Com. raised (&versa) Ad R= e Cmcraw, Comm MA -AM) 8e. Rs .. - _ 84R 9 tl t type, ares fs irtstffe L9a. Fes_ 1. f-1. R= 2 TA—S how (1nso R vgtm) 91-L R:_ sc .m L A L t ) p 4 -\ p,}}...mo...w W1y ah3c) 10. Cel tp% area and la+ard ftc 30aUedergic (tea RAalae) 1tt R- am& h a ff &++alm) 1f- R= sq -ft. II. Air t>mctlrr4e, toeaffian Test report regrm+ed if &Kt in mmffiftwdspace 11a. R= 11tb.Tcdreport at dm;tYle s 12a T"c 12- Com aysEerrti 1ML SEERMER: 7ypes revue!. tvom turfs patage terms AC. gat aonr) 122& 13. Ned" sysun O ffAC. lypae lees p+mrp efx snip uat g.AP Ga. gas hP. da aace) 18b. i8 F1COP/ MVE 1ge. 14. pragrannnab% buftftd an HVAC eysbw= u . vas I& Hat wmmm Fly III: nf: 19a. Type: Tp- ef-- oaf gas. IP -M solar. ink tee.. dart beg pmp ad= surae) 1'f. Ef: ranrtaee , cameebroeammmnaeram+ we L- EWWCUft 2007 Fu)mA summm Effective MV2009 evo.aem on>t= as des n,n mewar eee fialea ears tna.ae lsuso' eercaas z FC i IIODB-88 r.e. ..o. uauotMGAY I1:mY'Aft-n Arat9lma6aZnnes BUtmG CcrApOQEw CRMEM ViSTALLED VALtlt: Wsiftws (see No%e $ U6as= QtfS U-tmftg= .las RB Bl SHGC = & 36 SHGC= - 65 N1 -12 f1 -L1 3iYtf NMAB.124 CFA c 16% 9s ofCFA=bg Exk5dwdoortype T - Waft- ExL and Ate. (pee Note 3X MIDSJal2,5 WHOSAEL13 Arbamlaroa offtw be; paofs E l time'emmoforcoutmoom du set e Frans R43 RVabm _ Mass Ca ars ueacg fa7glwL- MTtzm9a St+r+BtAord dyroadced 2t 'aeos as e Etief:,FF3dammaf4wbt&&m INap rias. awbmftpmbaspn gderiarofWalt PA R-vaW=Q_k1 Sdedordwalt R4 N11't2A6.5 Ceftp(seeNotes3&4)R-30 Floors_ a84/ - wWvl: ' ShabX t4"iAv t5 stab-oo-grade No gemmatWxlQ7fireerle Over owm wwned Nde P113 RAmWe= Hd vat" 5pe1 - i3ecbic (sx Nate St 409at3; = 0:92 G Gas End (see NOW 6): 40 gat EF= OM SOSAEF=05B EF= Ari - St3_it=13.0 SEM_ Hedpmvwjdmn Hole SEER=1&0 HSPF=7-7 St33t= HSPF= Gas fuF aoes AJ:UE_7B% AFUE_ pHA AFiNE=7B% AF(1E= -. Aunt be kmhdad an A HVAC systerm kdaled7IlYes No Daffirods (see Note 9) UncondNonedspace° R 8S Tes+Fed Q .la Tit Com spm EpA condmwdspate Uwarded 2ft per R64 GAv9M R42 pwalw_ bwA2fim8"* rept Air Handfr 1raro Unoontknad ammP or i Test fepolt Caned spaeear Urweided 4 -Wo pert 8D6.4vft NodwAtestaegdied TABLE 118-2 POR AJJ- FVM; CRS tfl0 i5 SE#.iM RB Bl F_rterior 8aads N1 -12 f1 -L1 3iYtf NMAB.124 ToWtom, gadmtA yeammo4wed arooieEfte Nbnc 1i.3 a 5 Sots d tts>taatbeseat Tvpe 1C rated with no S &dopes Solb& BmAlshn twtms MIDSJal2,5 WHOSAEL13 Arbamlaroa offtw be; paofs E l time'emmoforcoutmoom du set e ExAaust far Waberi>E as 11ff AQ3 Ca ars ueacg fa7glwL- MTtzm9a St+r+BtAord dyroadced 2t 'aeos as e Etief:,FF3dammaf4wbt&&m INap rias. awbmftpmbaspn Ni1'QA92:34 Spas& is 1168184 Nim Pis Most too apararpKrmw Gmspa&poot how fl an 1 cf7W&ff&avumpmodheatMdM5h3Vea s{28af4A Hot umw Pkies, N11't2A6.5 for bal->alor- "healknufaumis a84/ - wWvl: ' ShabX t4"iAv t5 gemmatWxlQ7fireerle 1"24 A a f BRIComponentConstructionsJob: Date: Sep 23, Sep 23, N 2009 Entire House By: TRICIA HtGGINS SPEEDY CALC'S For: SHERALYN J BRINSON, JA-RO CONSTRUCTION, INC 1800 WEST 4TH STREET, SANFORD, FL 32771 Walls 13A-3ocs: Above grade open core concrete block, siding/stucco, R-3 board insulation, no framing 13A-6ocs: Above grade open core concrete block, siding/stucco, R-6 board insulation, no framing Partitions 51 D: Adjacent Wood frame partitions Windows 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); 50% blinds 45°, light; 50% outdoor insect screen; 1.4 It overhang (4 ft window ht, 6 It sep.) 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); 50% blinds 45°, light; 50% outdoor insect screen; 1.4 It overhang (4 It window ht, 5.6 It sep.) 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); 50% blinds 45', light; 50% outdoor insect screen; 1.4 It overhang (3 It window ht, 6 It sep.) Doors 11 J0: Metal door, fiberglass core, no storm Ceilings 16B-30ad: Ceiling under vented attic, no radiant barrier, dark shingles, R-30 insulation n io ions. 3.0 4.68 Location: 3.51 Indoor: Heating Cooling Orlando, FL, US 3.0 Indoor temperature (°F) 70 75 Elevation: 105 ft s Design TD (°F) 28 19 Latitude: 28 ON 758 Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 29.0 42.0 Dry bulb (°F) 42 94 Infiltration: 825 0.167 Daily range (°F) - 17 (M) Method Simplified 2893 Wet bulb (OF) - 76 Construction quality Average 3.11 Wind speed (mph) 15.0 7.5 Fireplaces 0 189 Construction descriptions Or Area U -value Insu1 R Hthg HTM Loss Clg HTM Gain 2.11 399 W BtuhRt' °F ft? °F/Btuh Btuhrtt' Btuh Btuh/ft' Ruh Walls 13A-3ocs: Above grade open core concrete block, siding/stucco, R-3 board insulation, no framing 13A-6ocs: Above grade open core concrete block, siding/stucco, R-6 board insulation, no framing Partitions 51 D: Adjacent Wood frame partitions Windows 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); 50% blinds 45°, light; 50% outdoor insect screen; 1.4 It overhang (4 ft window ht, 6 It sep.) 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); 50% blinds 45°, light; 50% outdoor insect screen; 1.4 It overhang (4 It window ht, 5.6 It sep.) 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); 50% blinds 45', light; 50% outdoor insect screen; 1.4 It overhang (3 It window ht, 6 It sep.) Doors 11 J0: Metal door, fiberglass core, no storm Ceilings 16B-30ad: Ceiling under vented attic, no radiant barrier, dark shingles, R-30 insulation n 227 0.167 3.0 4.68 1061 3.51 796 e 200 0.167 3.0 4.68 935 3.51 701 s 162 0.167 3.0 4.68 758 3.51 568 w 236 0.167 3.0 4.68 1104 3.51 828 all 825 0.167 3.0 4.68 3858 3.51 2893 e 144 0.111 6.0 3.11 448 2.11 304 s 189 0.111 6.0 3.11 588 2.11 399 all 333 0.111 6.0 3.11 1036 2.11 703 216 0.090 11.0 2.52 544 1.56 336 n 56 0.350 0.0 9.80 549 10.3 575 s 19 0.350 0.0 9.80 183 11.2 208 all 75 0.350 0.0 9.80 732 10.5 784 e 24 0.350 0.0 9.80 235 28.6 687 s 9 0.350 0.0 9.80 88 11.0 99 w 12 0.350 0.0 9.80 118 28.6 343 all 21 0.350 0.0 9.80 206 21.1 442 n 21 0.600 0.0 16.8 353 19.3 406 s 21 0.600 0.0 16.8 353 19.3 406 all 42 0.600 0.0 16.8 706 19.3 811 1991 0.032 30.0 0.90 1784 1.78 3549 gL %#VrjQ '7t50ft Right -Suite Residential 6.0.110 RSR39772 2009 -Sep -23 14:31:48 AI.C.A CAMy Documents\Wrightsoft HVAC\BRINSON.rrp Calc= MJ8 Orientation = S Page 1 Floors 22A -cpm: Carpeted slab on grade, heavy dry or light wet soil, No 165 1.180 0.0 33.0 5452 0.00 edge insul, No hor¢ insul wngFetsoft Right -Suite Residentbal6.0.110RSR39772 2009 -Sep -23 14:31:48 ACCA C:\My Documents\Wrightsoft HVAC\BRINSON.rrp Calc = MJ8 Orientation = S Page 2 Component Constructions Rest of House) SPEEDY CALC'S For: SHERALYN J BRINSON, JA-RO CONSTRUCTION, INC 1800 WEST 4TH STREET, SANFORD, FL 32771 Job: BRINSON Date: Sep 23, 2009 By: TRICIA HIGGINS Location: 0.09051D: Adjacent Wood frame partitions Indoor: Heating Cooling Orlando, FL, US n 50% blinds 45°, light; 50% outdoor insect screen; 1.4 ft overhang (4 Indoor temperature (°F) 70 75 Elevation: 105 ft 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); e Design TD (°F) 28 19 Latitude: 28'N 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); s Relative humidity (%) 50 50 Outdoor: Heating Cooling 88 Moisture difference (gr/Ib) 23.3 42.0 Dry bulb (°F) 42 94 0.0 Infiltration: 118 28.6 Daily range (°F) - 17 (M) 0.350 Method Simplified 206 Wet bulb (°F) - 76 21 Construction quality Average 16.8 Wind speed (mph) 15.0 7.5 406 Fireplaces 0 0.0 Construction descriptions 353 Or Area U -value Insul R F °F/Btuh Htg HTM Loss Clg HTM Gain 0.0 16.8 706 ft' Btuh/R? ft? 8tuh/ft' Btuh Btuh/t' Btuh Walls 30.0 0.90 1365 1.78 2715 13A-3ocs: Above grade open core concrete block, siding/stuoco, n 227 0.167 3.0 4.68 1061 3.51 796 R-3 board insulation, no framing 0 a 200 0.167 3.0 4.68 935 3.51 701 s 162 0.167 3.0 4.68 758 3.51 568 w 236 0.167 3.0 4.68 1104 3.51 828 an 825 0.167 3.0 4.68 3858 3.51 2893 Partitions 0.09051D: Adjacent Wood frame partitions 2.52 Windows 1.56 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); n 50% blinds 45°, light; 50% outdoor insect screen; 1.4 ft overhang (4 0.0 ft window ht, 6 ft sep.) 549 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); e 50% blinds 45°, light; 50% outdoor insect screen; 1.4 ft overhang (4 0.350 It window ht, 5.6 ft sep.) 9.80 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); s 50% blinds 45°, light; 50% outdoor insect screen; 1.4 ft overhang (3 w ft window ht, 6 ft sep.) all Doors 88 11 J0: Metal door, fiberglass core, no storm n 12 s 0.0 all Ceilings 16B-30ad: Ceiling under vented attic, no radiant barrier, dark shingles, R-30 insulation Floors 22A -cpm: Carpeted slab on grade, heavy dry or Ight wet soil, No edge insul, No hor¢ insul 216 0.090 11.0 2.52 544 1.56 336 56 0.350 0.0 9.80 549 10.3 575 24 0.350 0.0 9.80 235 28.6 687 9 0.350 0.0 9.80 88 11.0 99 12 0.350 0.0 9.80 118 28.6 343 21 0.350 0.0 9.80 206 21.1 442 21 0.600 0.0 16.8 353 19.3 406 21 0.600 0.0 16.8 353 19.3 406 42 0.600 0.0 16.8 706 19.3 811 1523 0.032 30.0 0.90 1365 1.78 2715 121 1.180 0.0 330 3998 0.00 0 ti wngllhtSOft Right Suite Residental6.0.110 RSR39772 2009 -Sep -23 14:31:48 iCCp. CAM Documents\Wrightsoft HVACIBRINSON. rrp Calc = MJ8 Orientation = S Page 3 cs Component Constructions ADDITION SPEEDY CALC'S For: SHERALYN J BRINSON, JA-RO CONSTRUCTION, INC 1800 WEST 4TH STREET, SANFORD, FL 32771 Job: BRINSON Date: Sep 23, 2009 By: TRICIA HIGGINS i- e e dI. lons qff Location: Indoor: Heating Cooling Orlando, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft Design TD (°F) 28 19 Latitude: 28 ON Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 23.3 42.0 Dry bulb (°F) 42 94 Infiltration: Daily range (°F) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U -value Insut R Htg HTM Loss Clg HTM Gain it' Btuhtt'-°F W T/Btuh Btuh/V Ruh BtuhAt' Btuh Walls 13A-6ocs: Above grade open core concrete block, siding/stucco, a 144 0.111 6.0 3.11 448 2.11 304 R-6 board insulation, no framing s 189 0.111 6.0 3.11 588 2.11 399 all 333 0.111 6.0 3.11 1036 2.11 703 Partitions none) Windows 611: DOUBLE LOW E, clear low -e; NFRC rated (SHGC=0.32); s 19 0.350 0.0 9.80 183 11.2 208 50% blinds 45", light; 50% outdoor insect screen; 1.4 ft overhang (4 It window ht, 6 ft sep.) Doors none) Ceilings 16B-30ad: Ceiling under vented attic, no radiant barrier, dark 468 0.032 30.0 0.90 419 1.78 834 shingles, R-30 insulation Floors 22A -cpm: Carpeted slab on grade, heavy dry or light wet soil, No 44 1.180 0.0 33.0 1454 0.00 0 edge insul, No hor¢ insul rQ- Wr7gjj tSC) t Right -Suite Residential6.0.110 RSR39772 2009 -Sep -23 14:31:48 9.A.P C:\My Documents\Wrightsoft HVAC\BRINSON.rrp Calc = MJ8 Orientation = S Page 4 Project Summary Entire House SPEEDY CALC'S Job: BRINSON Date: Sep 23, 2009 By: TRICIA HIGGINS 1si"'a a.k".C' - :' WARv5.yMEANSi ; rotec;t l n;ffl.rin n tol CONSTRUCTION, 00 WEST 4TH STREET, SANFORD, Notes:• ADDITION 00 W 4TH STREET D FL 32771 Informatl,cin.F Weather: Orlando, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary 0.38 0.20 Structure 18006 Btuh Ducts 3204 Btuh Central vent (40 cfm) 1222 Btuh Humidification 0 Stuh Piping 0 Btuh Equipment load 22431 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Equipment Summary Make Amana Trade RHF Series Model RHF42C2* Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.3 HSPF 40000 Heatin Cooling Area (ftz) 199? 1991 Volume (fP) 15928 15928 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 101 53 Heating Equipment Summary Make Amana Trade RHF Series Model RHF42C2* Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8.3 HSPF 40000 Btuh @ 47°F 28 OF 1300 cfm 0.061 cfm/Btuh 1.00 in H2O Summer Design Conditions Outside db 94 OF Inside db 75 OF Design TD 19 OF Daily range Relative humidity M 50 Moisture difference 42 gr/Ib Sensible Cooling Equipment Load Sizing Structure 24842 Btuh Ducts 4556 Btuh Central vent (40 cfm) 829 Btuh Blower 0 Btuh Use manufacturer's data n Ratelswing multiplier 0.99 Equipment sensible load 29925 Btuh Latent Cooling Equipment Load Sizing Structure 2311 Btuh Ducts 805 Btuh Central vent (40 cfm) 1133 Btuh Equipment latent load 4249 Btuh Equipmenttotal load 34174 Btuh Req. total capacity at 0.70 SHR 3.6 ton Cooling Equipment Summary Make Amana Trade RHF Series Cond RHF42C2* Coil CH*F048*2*+TXV+MBE2000**-1 Efficiency 15 EER Sensible cooling 27300 Btuh Latent cooling 11700 Btuh Total cooling 39000 Btuh Actual air flow 1300 cfm Air flow factor 0.044 cfm/Btuh Static pressure 1.00 in H2O Load sensible heat ratio 0.88 Printout certified by ACCAto meet all requirements of Manual J 8th Ed. Wrj4ghtSC:) t Right -Suite Residental6.0.110RSR39772 2009 -Sep -2414:15:13 ACCA CAMy Documents\Wrightsoft HVACIBRINSON.rrp Calc= MJ8 Orientation = S Page 1 Project Summary Rest of House) SPEEDY CALC'S For: SHERALYN J BRINSON, JA-RO CONSTRUCTION, INC 1800 WEST 4TH STREET, SANFORD, FL 32771 Notes: BRINSON ADDITION 1800 W 4TH STREET SANFORD, FL 32771 Job: BRINSON Date: Sep 23, 2009 By: TRICIA HIGGINS Weather: Orlando, FL, US Btuh Structure Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 94 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 19 OF Humidification Daily range M Blower 0 Relative humidity 50 Btuh Moisture difference 42 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 12606 Btuh Structure 18484 Btuh Ducts 2243 Btuh Ducts 3390 Btuh Central vent (27 cfm) 0 Btuh Central vent (27 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 14849 Btuh Use manufacturer's data n Rate/swing multiplier 0.99 Infiltration Equipment sensible load 21655 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1417 Btuh Ducts 539 Btuh Heating Cooling Central vent (27 cfm) load 0 1955 Btuh BtuhArea (ft2) 1333 1333 Equipment latent Volume (ft3) 10664 10664 Air changes/hour 0.38 0.20 Equipment total load 23610 Btuh Equiv. AVF (cfm) 68 36 Req. total capacity at 0.70 SHR 2.6 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a Coil n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0.000 cfm/Btuh Air flow factor 0.000 cfm/Btuh Static pressure 0.00 in H2O Static pressure 0.00 in H2O Space thermostat n/a Load sensible heat ratio 0.00 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wriQhtsoft Right -Suite Res idential6.0.110RSR39772 2009 -Sep -2414:15:13 ACC% CAM Documents\Wrightsoft HVAC\BRINSON. np Calc= MJ8 Orientation = S Page 2 P D CALL Project Summary ADDITION SPEEDY CALC'S For: SHERALYN J BRINSON, JA-RO CONSTRUCTION, INC 1800 WEST 4TH STREET, SANFORD, FL 32771 Notes: BRINSON ADDITION 1800 W 4TH STREET SANFORD, FL 32771 Weather: Orlando, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 5400 Btuh Ducts 961 Btuh Central vent (13 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 6361 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat n/a 0 Heating Cooling Area (112) 658 658 Volume (ft3) 5264 5264 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 33 17 Heating Equipment Summary Make n/a Trade n/a Model n/a Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat n/a 0 Btuh OF 0 0 cfm 0.000 cfm/Btuh 0.00 in H2O n/a Btuh Job: BRINSON Date: Sep 23, 2009 By: TRICIA HIGGINS Summer Design Conditions Outside db 94 OF Inside db 75 OF Design TD 19 OF Daily range M Btuh Relative humidity 50 Moisture difference 42 gr/Ib Sensible Cooling Equipment Load Sizing Structure 7034 Btuh Ducts 1290 Btuh Central vent (13 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.99 Equipment sensible load 8241 Btuh Latent Cooling Equipment Load Sizing Structure 895 Btuh Ducts 266 Stuh Central vent (13 cfm) 0 Btuh Equipment latent load 1160 Btuh Equipmenttotal load 9401 Btuh Req. total capacity at 0.70 SHR 1.0 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio Printout certified by ACCAto meet all requirements of Manual J 8th Ed. n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0.000 cfm/Btuh 0.00 in H2O 0.00 wnghtsoft Right-Sufte Residential 6.0.110 RSR39772 2009 -Sep -24 14:15:13 ACOA C:\My Documents\wrightsoft HVAC\BRINSON.rrp Calc= MJ8 Orientation = S Page 71 eraf lnfnrmato e - - — - -. __1 Nred T hs t pp—I f It .. -. READAI4 RN ING Af DINSTRUCTIONS TI e s all n9 and q tl o Ponents. _ t d and f II Ii earn gs and k n a d me dell—y d g eer n_ Package. Do not'nstall PdrPx<kag d t l td aliilnI - I BCS I 03"S y Sh t((T PI f Ip M TRUSS PLACEMENT PLAN SCALE = N.T.S. co CJ o; cV I Th, ivwe ofI P f s— Engtneen R 9 t d'A h t t 6 - I 9hf I b g p t BCG f0lantlo; I t p fPprt. A'— Dqf td tall stall thesz `` J03, 05 f JOT 4 4 c ' - F - O' • ' - Lf V"i EJo t. 1 E t JOZA O EJ07 n . P P fall - ih j y• } A.. JC7 V / idtP I'l Ybt EJ07 EJ07 O' fsP P rty 1 I f T t be. th. cu- Jo7" i - JOT 3 2' i 0,11. Ol,i - EJ07•` v): k .. 70'; .. o5r th ftp App , h I 1— d i • U11)', 03 , W L %' , It t p d'! ontfthe. ill CD I O O a BCG f 00. Id.. t Iq h.p blty! zst ° 2x12 b yId ( Beams FF M TRUSS PLACEMENT PLAN SCALE = N.T.S. co 7,-1 6 ' rQ `'/r - 9-2-I)f I 15 4-01' /• Does NOT include L' cantilever at beam; ' regard hg brat n9 antl'nsfallatoh: j/ 2-11-0, E' - N' V/ Th, ivwe ofI P f s— Engtneen R 9 t d'A h t t 6 - I 9hf I b g p t BCG f0lantlo; I t p fPprt. A'— Dqf td tall stall thesz `` f OO; tl th of Yh p t II g, p.,i BCG f rlandd E 7,-1 6 ' rQ `'/r - 9-2-I)f I 15 4-01' /• Does NOT include L' cantilever at beam; ' O T INSTALLATION AND USE D V/ t O nt' tll tlCm,,d y tl g d VR t fb t -. P p Ilf d f 6—p t h OO; tl th of Yh p t II g, p.,i BCG f rlandd E cg fI,th I' bites Ilt Y ult ( ( Id t g n . P P fall - ihidtP I'l Ybt O' fsP P rty 1 I f T t be. th. t II d bA t t1 ffc ent. n t t II t and}. Z; I' N II ti of th t II wedgy 11..L th ftp App , h I 1— dW L %' , It t p d'! on tfthe. ill I * a BCG f 00. Id.. t Iq h.p blty! Iructural safely of: those. trusses b yId ( tfy th Id g ff I Th pl td 9 ly FF s h h pl component k 1I11 L LL _TT p rt (tM1 t s f Th PIdIgt 11 I r_eeV V/ ttf t -d dl ng. Q r d nges fro propertlenifcaton If Vi1I; V/BRACING, s ii M, E t dp nt brae ng h h"Waysq tl) tho V/' O p ' - If' t t Ithetfb' t R( t d'' Y t d y d—h—t- 11. 1111 1191-1,119 111141911., aIlfl,dbequi, dt bg Rdf I. hi—h[ g t n. auralt it I d 9f 9 tltl9It"' d 'd It" 'p L. O t kgPf d' g d 9. t b g( h y q ed) [ P f III pl g tl". II p g J r g tall T usses, shall be erected d f tened n a' o straight and pi—b III,—. O N,, N > , BEARINGS'. All C,111191 dI1g1 If lbrings, b g:aiIen f g p stilty, f O; , nthp'j ttl g Rf ,t". d d Iit d g f tons T y on an y t" unbdesgnedfil p- 0O 1^`` GIRDERS+ G d pl :111111, field; h n n the i R, Z W , d d I0, — dl9 ET24:'OC, unless'. SPACINGih ted Ypr - w! LJ c: VI fir= rw no n a youtcng HANGERS: T —Ifs.[ .,It ly4 Yr pplyt d dlghtg g:t sto truss, h n trussf r vt v IIIt dra gX W ACCEPTANCE AND APPROVAL All d e q t I d g d d t l th d' d pp d by th p 1 tr h t t g dl tr i t tbffbtByptng 9 uib 9 f [JakLat n ih t s d—SIdI this da.im, Q+ Th byrorb Y..P tt e pt Il cond[ descr bed heren Li K" rt f U o W of I I f Q, f Q O @ T t .. MARK HANGER q Or 40,' v{ f l USP TH®26 2`. (t4)ts a o WI f I O' a DESIG©ATN`A° o I. LOADING CRUS -RIA FRG' , 7 mF ROOF LIV€ 2Q PSS ROOF DEAD:. 20j PSF k FLOOR LIV€ Ina PSF FL©OR! D€AD: m/a, PSF R BG? WIND LOADING CRITERIA'. ASCE 7-05. t WIND DESIGN! VELOCITY. 120 MPH; i,' B', C G= WIND DURATION .FACTOR : B OF ORLANDO, INC. EXPOSURE'. CATEGORY: II DESIGN ELEVATION: 17'-0" FT. 901 East 26th Place, Sanford, FL. 32773 DEAD LOAD FOR UPLIFT: 7 LBS sanf.,d0—e (407)330,5903 IMPORTANCE FACTOR: 1.00. FAX Number (407)-5904 GC. BCG OF ORLANDO, INC. 901 EAST 26TH PLACE SANFORD FL 32773 Project: Brinson Residence Model: Block No: Lot No: Contact Site Office Name: Phone: Fax: To: Truss List JA-RO Construction 11-18-2009 A02 0003 P.O. Box 682 Order 8143 0005 Page: 1 of 1 Sanford Florida 32773 Date: 11/18/2009 0000 Bid No.: 6646-1 Deliver To: 0010 11-18-2009 A10 0011 Account No: 339485755 1800 West Fourth Street 0013 11-18-2009 A13 0014 Designer: BC 11-18-2009 A15G Salesman: Houx Account FI 11-18-2009 A17G 0018 11-18-2009 801G Quote No: 750-09 Tentative Delivery Date: 11-18-2009 B03G 0021 Material Summary Includes the following General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-05 per FRC2007; 120 mph; Total Roof Gravity Load = 40 PSF. Floor Gravity Load = n/a. Exposure B, Enclosed. Computer Program Used: MiTek 20/20. Pages or sheets covered by this seal from: 0001 thru 0040 Total: 40 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this Index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-2002 Section 2. Date Truss Date Truss Date Truss Date Truss 0001 11-18-2009 A01 0002 11-18-2009 A02 0003 11-18-2009 A03 0004 11-18-2009 A04 0005 11.1&2009 A05 0000 11-18-2008 A00 0007 11.10-2008 A07 0000 11-18-2009 A08 0009 11-18-2009 A09 0010 11-18-2009 A10 0011 11-18-2009 A11G 0012 11-18-2009 Al2 0013 11-18-2009 A13 0014 11-18.2009 A14 0015 11-18-2009 A15G 0018 11-18-2009 A18 0017 11-18-2009 A17G 0018 11-18-2009 801G 0019 11-18-2009 B02 0020 11-18-2009 B03G 0021 11-18-2009 C01G 0022 11-18.2009 CO2 0023 11-18-2009 CO3 0024 11.18-2009 CJ03 0025 11-1&2009 CJ07 0028 11-18-2009 CJ07A 0027 11.18-2009 EJ03 0028 11-18-2009 EJ07 0029 11-18-2009 EJ07A 0030 11-18-2009 F01 0031 11-18-2009 J01 0032 11-18-2009 J03 0033 11-18-2009 J05 0034 11-18-2009 J05A 0035 11-18-2009 M01GE 0038 11-18-2009 M GE 0037 11-18.2009 V03 0038 11-18-2009 VO4 0039 11-18-2009 V05 0040 11-18-2009 V SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 I Job Truss Truss Type 'Qty Ply JA-RO Construction - Brinson Residence 6646-1 IAOIG jHIPGIRDER TR 00011 BCG ofOflarido, Sadf6rk, floflTa32773, ffibClaik kina)) 17A20tsIFdb10 2009 iTek !Industries, lInc. Wed ',Nov 1814:16:08'2009 -P '11 2-0-0 7-0-0 16-7-15 2,1-.5-0 26 2-1 .30-11-3 M A449 0-,13 4-9-1 ,4 72] Wki4-9-1- -4-16 13 210 0 I Scale 1:771 4.00 F1-2 8x12' 2.4 4x8 = 4x8 11 48 2x4 1,11 48 = 2x4 11 8)(12 3 23;4 4 25 5 !6 26 27 i73 2829 8 31 9 32 10 34 Ill 2 V 2 3 4x8 = 22 3536 121 37 19 20 38 39 40 18 4142,43 17 44 16 45 35 46 47 48 14 4X8 12X4 11 6A 4 MT20H : 4x8 2.4 11 4.10 7x4 11 4x10= 2x4 11 6x 14 MT20H 7-0-4 .11-10-13 16-7-15 21-6-0 7-0-0 4-10-13 4-9-1 4-9-1 26-2-1 30-11-3 '35-10-0 0-0 4,9-1 --49-,4-10-13 LOADING,(psq j ' SPACING 2,0=0 1 TC LL 20.0 Plates 'Increase 1.25 CSI i TC 0.51 fDEF•L ;in (Ioc) 1/def! Jd Vert(LL) -0.70 18 5726 360 PLATES iGRIP MT20 344!190 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -1.82 18 >278 240 MT20H 187/143 BCLL ao Rep Stress Incr !NO W8 0.79 Horz(TL) ',0.25 42 n1a n1a BCDL 10.0 Code FRC20071TPI2002 Matrix) Wind(LL) 0.68 18 >740 240 Weight: 514 lb LUMBER TOP CHORD 2 X 6 SYP No.2 'Except' T1. 2 X 4 SYP No.2 TOP CHORD BOT CHORD BOT CHORD 2 X 6 SYP OSS 29-30 = -16775/4989 14-48 = -2526/8968 WEBS 2 X 4 SYP No.3 30-31 = -1677514989 i2-14 -2527/8939 BRACING 8-31 = -1677514989 WEBS TOP CHORD 8-9 = -13330/3963 3-22 = 0/678 Structural wood sheathing directly applied or 3-8-0 oc 9-32 = -13330/3963 3-21 = -1467/4909 purlins. 10-32 = -13330/3963 4-21 = -631/309 BOT CHORD 10-33 = -13333/3964 6-21 -2929/887 Rigid ceiling directly applied or 8-8-11 oc bracing. 33-34 = -13331/3963 6-19 = 01434 11-34 = -13330/3963 6-18 = -2701941 REACTIONS (Ib/size) 11-12 = -9496/2758 7-18 = -571/311 2 = 3439/0-1-12 (input: 0-8-0) 12-13 = 0141 8-18 = -272/941 12 = 3439/0-1-12 (input: 0-8-0) BOT CHORD 8-17 = 0/434 Max Horz 2-22 = -2568/8939 8-15 = -2929/886 2 = 63(LC 5) 22-35 = -2566/8968 10-15 = -6311310 Max Uplift 3536 = -2566/8968 11-15 - -1469/4909 2 =-1102(LC 3) 21-36 = -2566/8968 11-14 = .0/678 12 =-1102(LC 21-37 = -4678/15965 20-37 = -4678/15965 NOTES FORCES (lb) 20-38 = -4678/15965 1) 2 -ply truss to be connected together with 10d Maximum Compression/Maximum Tension 19-38 = 4678/16965 0.148"x3") nails as follows: TOP CHORD 19-39 = -4678/15965 Top chords connected as follows: 2 X,4 -'1 ;row at 1-2 = 0M1 39-40 = -4678/15965 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. 2-3 = -9496/2757 40-41 = -4678/15965 Bottom chords connected as follows: 2 X 6 -,2 3-23 = -1333013964 18-41 = -4678/15965 rows at 0-9-0 oc. 23-24 = - 13331 t3964 18-42 = -4666/15965 Webs connected as follows: 2 X 4 -4,rew aC,0'9-0 4-24 = -1333213964 42-43 = -4666115965 oc. 4-25 = -1333013963 43-44 = -4666/15965 2) All loads are considered equally applied to a111 5-25 = -13330/3963 17-44 = -4666/15965 plies, except if noted as front (F) or back(B)face in 5-6 = -13330/3963 17-45 = -4666/15965 the LOADCASE(S.) section.'Ply 10 Oy connections 6-26 -1677574989 16-45 = -4'666/15965 have been provided to distribute only loads noted 26-27 = -16775/4989 16-46 = -4666/15965 as (F) or (8), unless otherwise indicated. 27-28 = -16775/4989 15-46 = -4666/15965 3) Unbalanced roof live loads have been 7-28 = -1677514989 15-47 .-2526/8968 considered for this design. 7-29 = --,16 77- 5141 98g A7-48 = -2526/8968 Corilinued on page-§ SALVADOR JURADO P:E.,STATE OF FLORIDAREG. NO 19939 6401 NW 74TH AVE 'MIAMI FL.. 33166 7120•s1Feb1'0'2W91MiTektlndustnei,¢nc IWea',Nov+i814:16082009 NOTES - 4) Wlnd: ASCE 7-05; 120mph (3 -second gust); TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. II; Grp B; enclosed; MWFRS (low-rise); Lumber DOL=1.60 plate grip DOL=1.60 5) !Provide adequate drainage to;prevent :water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 1:0.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 720.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other'members. 9) .Provide mechanical connection (by others) of truss to ;bearing plate capable of withstanding 1102 lb uplift at joint 2 and 1162 Ib uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 191 Ib down and 131 Ib up at 7-0-0.113 Ib down and 76 Ib up at 9-0-12, 113 lb down and 76 Ib up -at__- _ 1 11-0-'12, 113 Ib down and 76 lb up at 13-0-12,'113 1b down and 76 Ib up at 15-0-12, 113 Ib down and 76 db up at 17-0-12, 113 Ib down and 76 Ib up at 19-0-12, 113 Ib down and 761b up at 21-0.1.2, 113 db down and 76 lb up at 21-9-4, 113 Ib down and 76 Ib up at 239-4, 113 Ib downand 76 Ib up at 25.9-4; 113'Ib down and 76 Ib up at `27-9-4, 1131b,down and 76 9b up at 29-9-4, 113 `lb down and 76',Ib up at 31-9-4, and 113 Ib down and 76 Ib up at 33-9-4, and 191 Ib down and 131 Ib up at 35-10-0 on top chord, and 372 Ib down and 33 Ib up at'7'0-0, 92 Ib down at 9-0-12, 92 Ib down at 11-0-12, 92 Ib down at 13-0-12, 92 Ib down at 15-0-12, 92 lb down at 17-0-12, 92 Ib down at 19-0-12, 92 Ib down at 21-0-12, 92 Ib down at 21-9-4, 92 Ib down at 239-4 92 Ib down at 25-9-4, 92 Ib down at 27-9-4, 92 Ib down at 29-9-4, 92 Ib down at 31-9-4, and 92 Ib down at 33-9-4, and 372 Ib down and 33 Ib up at 35-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-11=-60, 11-13=-60, 2-12=-20 Concentrated Loads (Ib) I Vert: 3=-191(8) 5=-113(B)11=-191(8) 22=-305(8) 14=-305(8) 9=-113(B) 23=-113(B) 24=-1,13(8) 25=-113(8) 26=-113(B)27=-113(8) 28=-113(8) 29=-113(B) 30=-113(6) 31=-113(6) 32=-113(B)33=-113(8) 34=-113(B)35=-46(8) 36=-46(B) 37=-46(8) 38=-46(8)39=-46(B) 40= -46(B)41= -46(B)42= -46(B) 43=-46(B) 44=46(8) 45=-46(B) 46=-46(B) 47=-46(B) 48=-46(B) SALVADOR JURADO R:E.rSTATE OF FLORIDA REG. NO 19939 -"6401 NW 74TH AVE. MIAMI,FL. 33168 Job 6646-1 Truss AO]G Tn,ss Type HIP GIRDER T,R Qty 1 FPIY FJA-RO Construction - Brinson Residence OQ01 7120•s1Feb1'0'2W91MiTektlndustnei,¢nc IWea',Nov+i814:16082009 NOTES - 4) Wlnd: ASCE 7-05; 120mph (3 -second gust); TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. II; Grp B; enclosed; MWFRS (low-rise); Lumber DOL=1.60 plate grip DOL=1.60 5) !Provide adequate drainage to;prevent :water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 1:0.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 720.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other'members. 9) .Provide mechanical connection (by others) of truss to ;bearing plate capable of withstanding 1102 lb uplift at joint 2 and 1162 Ib uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 191 Ib down and 131 Ib up at 7-0-0.113 Ib down and 76 Ib up at 9-0-12, 113 lb down and 76 Ib up -at__- _ 1 11-0-'12, 113 Ib down and 76 lb up at 13-0-12,'113 1b down and 76 Ib up at 15-0-12, 113 Ib down and 76 db up at 17-0-12, 113 Ib down and 76 Ib up at 19-0-12, 113 Ib down and 761b up at 21-0.1.2, 113 db down and 76 lb up at 21-9-4, 113 Ib down and 76 Ib up at 239-4, 113 Ib downand 76 Ib up at 25.9-4; 113'Ib down and 76 Ib up at `27-9-4, 1131b,down and 76 9b up at 29-9-4, 113 `lb down and 76',Ib up at 31-9-4, and 113 Ib down and 76 Ib up at 33-9-4, and 191 Ib down and 131 Ib up at 35-10-0 on top chord, and 372 Ib down and 33 Ib up at'7'0-0, 92 Ib down at 9-0-12, 92 Ib down at 11-0-12, 92 Ib down at 13-0-12, 92 Ib down at 15-0-12, 92 lb down at 17-0-12, 92 Ib down at 19-0-12, 92 Ib down at 21-0-12, 92 Ib down at 21-9-4, 92 Ib down at 239-4 92 Ib down at 25-9-4, 92 Ib down at 27-9-4, 92 Ib down at 29-9-4, 92 Ib down at 31-9-4, and 92 Ib down at 33-9-4, and 372 Ib down and 33 Ib up at 35-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-11=-60, 11-13=-60, 2-12=-20 Concentrated Loads (Ib) I Vert: 3=-191(8) 5=-113(B)11=-191(8) 22=-305(8) 14=-305(8) 9=-113(B) 23=-113(B) 24=-1,13(8) 25=-113(8) 26=-113(B)27=-113(8) 28=-113(8) 29=-113(B) 30=-113(6) 31=-113(6) 32=-113(B)33=-113(8) 34=-113(B)35=-46(8) 36=-46(B) 37=-46(8) 38=-46(8)39=-46(B) 40= -46(B)41= -46(B)42= -46(B) 43=-46(B) 44=46(8) 45=-46(B) 46=-46(B) 47=-46(B) 48=-46(B) SALVADOR JURADO R:E.rSTATE OF FLORIDA REG. NO 19939 -"6401 NW 74TH AVE. MIAMI,FL. 33168 Job Truss TrussTruss e_ Qty y RO Construction - Brinson Residence - 16646 -1 A02 H)P TR l 1 0002; i4ob iFt - BCG.'df OfIando,`SahforUFIorFda '32,773, VCIarl( i, Ms1F6b102009 6k'Inau'6thes,4nb. Wed lNdV'118111411.'6.,'09',2W9 11Pajb 1 1 2-0-0, 5-5-14 9-0-0 14-79 Y21-'5-0 28-2-7 33-10-0 '37-4-2 43-tlO-'O 2' S-5-14 4 Scale 13TO 4.00 [1-2 5X63x4 3X6 — 5,6 3x4 Qx4 . 4 5 '67 T3 j6 '9 2x4 10 0 2 R1 24 12 3x10 1,9 18 17 13 3'101645 '14 5X12 Kr -20H AB 3X4 Px42 MT,20H WB=,3x4 3y8 3x8 = 302 MT20H WB= 9_0_0 17-6- 33-10-0 '42-10-0 9-0-.0 8-r-7 P.14t (D ffsets,LX—YL'(2:0-5-2,0-1-,81, f1l, -2AI 4.81 LOADING,(pso SPACING 2-0-0 cS1 bEFL in (loc) Vdefl 1LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.59 15-17 >853 360 MT20 244/190 TGDL 'i 0.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -1.53 15-17 >330 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WS 0.38 Horz(TL) 0.32 11 n/a n/a BCDL 10.0 Code FRC2007/7PI2002 Matrix) Wind(LL) .0.66 15-17 >762 240 Weight: 199 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOTCHORD 2 X 4 SYP SS TOP CHORD 2) Wind: ASCE 7-05; 120mph (3 -second WEBS '2 X 4 SYP No.3 7-8 -557912246 TCbL=4.Opsf; BCDL=j.0p4;b--'17ft; CatAI;!Exp BRACING 8-9 -3889/1543 B. enclosed, MWFRS (low-nse) and'C-C TOP CHORD 9-10 -4078/1580 Interior(l) zone,C-C for members and forces & Structural wood sheathing directly applied or 2-2-0 oc 10-11 = -4288/1629 MWFRS for reactions shown.; Lumber DOL=1.60 purlins. 11-12 0/37 plate grip DOL=1.60 BOT CHORD BOTCHORD 3) Provide adequate drainage lo.prevent water Rigid ceiling directly applied or 4-6-6 oc bracing. 2-19 = -1411/3980 ponding. WEBS 18-19 = -196415226 4) All plates are MT20 plates unless otherwise I Row at midpt 17-18 = -1964/5226 indicated. 5-19,8-13 16-17 = -2231/5848 5) This truss has been designed for a 10.0 psf MiTek recommends that Stabilizers and 15-16 = -2231/5848 bottom chord live load nonconcurrentMth any required cross bracing be installed during truss ! 1 14-15 = -1964/5226 other live loads. 6) * This truss has been designed for a live load of erection, in accordance with Stabilizer 'I 13-14 = -1964/5226 20.Opsf on the bottom chord in all areas where a Installation guide. 1.11-13 J 141113980 WEBS rectangle 3-6-0 tall by 2-0-0 wide will fit,between REACTIONS; 3-19 = -1581138 7) ' the bottom chord and any other members. Provide mechanical connection il 6,y others) ofQ1827/0-2-2 (input: iM-0) 4-19 = -307/988 5-19 truss to bearing plate capable of withstanding '625111827/0-2-2 (input: 0-6-0) 1604700 lb uplift at joint 2 and 625 lb uplift at joint 11. Max Horz 5-17 -130/564 2 = -71(LC 7) 7-17 = -395/225 Max Uplift 7-15 = -395/225 LOAD CASE(S) 2 =-625(LC 4) 8-15 = -1301554 Standard 11 =-625(LC 5) 8-13 = -16041700 9-13 = -307/988 FORCES (lb) 10-13 = -158/139 Maximum Compression/Maximum Tension TOPTP CHORD 'NOTES 1-,2 X0737 1) Unbalanced roof live loads have been 2-3 = -4288/1629 considered for this design. 3-4 4078/1580 4-5 = -3889/1543 6 -55792246 i0-7 ---,5579/2246 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 -'6401 NW 74 TH AVE. MIAMI FL. 33166 Job Truss Truss Type JA-RO Constructon - Brinson Residence 664.6-1 A03 HIP TR 003 J Scale- 1:77.0 2x4 11 4:00 f—,12 3X8 5X6- 10 Xlq 20 19 18 17 16 i4 13 i12 2x4 11 46 3X8 2x4 11 3x8 2x4 il T.CLL 20.0 Plates Increase 1,25 TC 0.67 Vert(LL) -0.46 15-17 >PP9 360 MT20 244/1 TCOL 1 d,,O Lumber Increase 1.25 BC 0.45 Vert(TL) -1.19 15-17 >425 240 Mf20H -.187/143 BCLL 00 Rep Stress Incr YES WB 0.51 Horz(TL) O28 10 n/a n/a SCOL 10.0 Code FRC20071TP12002 Matrix) Wind(LL) 0.52 15-17 >978 240 Weight: 209 lb LUMBER BRACING 9-10 = -4326/1577 B, enclosed; MWFRS (low-rise) and C -C ' TOPCHORD 10-11 = 0/37 Interior(l) zone;C-C for members and forces & Structural wood sheathing directly applied or 2-4-11 BOTCHORD MWFRS for reactions shown'; Lumber DOL=1.60 oc purlins. 2-20 = -1362/4013 plate grip DOL=1.60 BOTCHORD 19-20 = -1362/4013 3) Provide adequate drainage lo prevent water Rigid ceiling directly applied or 5-2-1 oc bracing. 18-19 = -127113663 ponding. WEBS 17-18 = -1271t3663 4) All plates are MT20 plates unless otherwise I Row at mldpt 7-13 16-17 = -1 7D6/4707 indicated. MiTek recommends that Stabilizers and 15-16 = -1 7D6/4707 5) This truss has been designed for a 10.0 psf required cross bracing be installed during truss 14-15 = -1706/4707 bottom chord live load nonconcurrent wfth any other live loads. erection, in accordance with Stabilizer 13-14 = -17D6/4707 This truss has been designed for a live load of, Installation guide. 12-13 = -1362/4014 12 -1 3G21401440 16) 20.Opsf on the bottom chord in all areas where a REACTIONS (lb/size) WEBS rectangle 3-6-0 tallby 2-0-0 wide will fit between the bottom chord and any other members. 10 182.7/0-2-2 (in Put: 0-M) 3-19 -401/156 truss to bearing plate capable of with tanding`6 0MaxHorz 2 4-19 -321376 4 17 -490/1301 lb uplift at joint 2 and 620 lb uplift at joint 10.' 80(LC 7) Max Uplift 5-17 -4231274 Standard7-13 -1285/487 FORCES (lb) 8-13 -249/844 Maximum Compression/Maximum Tension 9-13 -403/158 TOPCHORD 9-12 0/201 2-3 -4325/15T7 NOTES 3-4 -3887A 536 1) Unbalanced roof live loads have been 4-5 -4704/1 , 925 considered for this design. 5-6 -4704/1925 P-7 -470411925 P.E. FLORIDA wos x vsewr*' »@m.ap.6« Job Truss Truss Type City ply JA-RO Construction -Brinson Residence 6646-1 A04 HIP TR 0004' J.b tRPfcrep!Qp &0-jw IBOGO;Gflando, 'Sarifoed, !RIo6d6 132773,-166b-FC-IaN 7.1204!Feb 11,0 2009 IM iTdk 11 ndddtrWs 11 fic. 1,W,6d JISI 6q' 16 11 '2 OW IPag6 I I 2-0-0 7-3 -4 d3-0 -0 17 8 5 25-1-11 29-10-0 35-6-12 -1,0-.042 ;0440 2-" 5--8-.12 541-1'2 2 Scale = 1,77 4.00 F1 -2 5X6 3x4 3x4 --- '5x6 A r5 T 6 1.7 3x4 13 t;X4 8 4 V03 W'2 W 1 VJ3 T: 2 B2 3x10 = .17 116 15 14 13 12 .3x10 7x4 i I '5x6 'WB- 5X8 = 3x8 = 2x4 11 3X8 = 5x6 WB= 7-3-4 i 13-0-0 7-3-4 5-8-12 21-6O B-5-0 29-10-'0 42-10-0242-iQ Rlate Offsets (X,Y,): [2:G75 -2j0-1 =81.[9;075-,2A1 -,81,fl 4:0-4 .010-3-01 LOADING (psf) SPACING 2-0-0 Plates CSI DEFL In (Ioc) 1/def! Ud PLATES -GRIP TCLL 20.0 Increase 1.25 Tc 0.70 Vert(LL) -0.38 14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(To) -1.01 14-15 >502 240 BCLL 0.0 Rep Stress Incr YES W8 0.57 Horz(TL) 0.27 9 n/a n/a BCDL 10.0 Code FRC2007rrPI2002 Matrix) Wind(LL) ;0.42 14 >999 240 Weight: 207 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS 2 TOPCHORD 2) Wind: ASCE7,05; 120mph,(3-,second,gust); TCDL=4.Opsf; BCDLI-40psf;h=17f[tai'll E'VWEBSX4SYPNo.3 BRACING t-2 = 0/37 2-3 = -4316/1569 B; enclosed, MWFRS (low-rise) and C -C . TOP CHORD 3-4 = -3663/1435 Interior(l) zone, C -C for members and forces & Structural wood sheathing directly applied or 2-5-10 4-5 = -3448/1403 MWFRS for reactions shown; Lumber DOL=1.60 oc,purlins. 5-6 = -4009/1612 plate grip DOL=1.60 3) BOT CH 6-7 = -3448/1403 Provide adequate drainage to.oreventw6ter Rigid ceiling directly applied or `5-8-13 oc; bracing. 7-8 = -3663(1435 ponding. MiTek recommends that Stabilizers and required cross bracing be installed during truss 8-9 = -4316/1569 9-10 = 0/37 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. in Installation BOT CHORDerection, accordance with Stabilizer 5) ' This truss has been designed for a live load of guide. 2-17 = -1351/4004 16-17 = -1351/4004 20.Opsf on the bottom chord in all areas where a REACTIONS (lb/size) 15-16 = -1351/4004 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 2(input: 0-8-0) 14-15 - -131217f3936 6) Provide mechanical connection (by others) of9 = 1827/0-2-2 (input: 0-8-0) 13-14 = - 1138713936 12-13213 351/4004 truss to bearing plate capable of withstanding 614MaxHorzf2and614;lblbupliftatjoin uplift at,,jdinI 9. 9. 2 ==89(t_C 7) 11-12 = -1351/4004 t Max Uplift 9-11 = -135114004 2 =-614(LC 4) 9 WEBS 3-17 = 0/251 LOAD CASE(S) 614(LC 5) 3-15 = -643r234 Standard FORCES (lb) 4-15 = -2791863 Maximum Compression/Maximum Tension 5-15 - -805/324 TOP CHORD 5-14 = 0229 1-2 = b/37 6-14 = 0/229 2-3 = 14316/1569 6-13 = -805/324 3-4= 3663/1435 7-13 = -279/863 4-5 = -3448/1403 8-13 = -643235 5-6 -400911612 8-11 = 0/251 6-7 = -3448/1403 7.6 = -3663/1435 NOTES 9 -4316/1569 1) Unbalanced roof live loads have been D ,0/37 considefed for this des9Q. SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO1§939 - 6401 NW -74 TH AVE. ,MIAMI -FL.,33166 Job Truss Truss Type ply JA -'R0 Constructon - Brinson B646- 1, i A05 HIP T , i, Qty 1 it 1J$b[Rcf.eM0pp,,( 0005' ii OiqnAJ) 7.4-20 stFeb',!'G'.,2909'Mi-Tdkllh,'dtYgelidi, lInb. iW641?,N606 2" RaP01 i 2-U 7-10-14 5-0-gi 21-5-0 27-10-0 I-- — j 3 11-2 42-10,13 44,10-.Q 32_ 0 7AO-14- 5-0 J-1 2 V 7-1044 "2-'0-0 Scale = 1:7T( 1 6Xs 2 x4 11 5X8 13x6 5IT 3 7 3X4 _J-2_ 4 12 3A193 U l 1 2, w Vill An '2 4 x19i617 96 14 43 2x4 SII 5X6 WB= 3x4 5x8 = 3x4 = 5x6 W8 7-10-14 15-0-0 21-5-0 -27-10-01 34-11-2 42 10 .0 7-10,14 7-1-2 T 6_5_0 6 5_0 2 Plate Offsets. X,Y): [2:0z5- 0-1 -8],[5:0-54 0-2-.8),[7:0-5-4,0-.2-.8],;[I0L75-2.0-1-8],L1 5:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in '(Ioc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 079 Vert(LL) -036 15 >999 360 MT20 244/190 TCDL '10:0 "Lumber Increase 1.25 BC 0.90 Vert(TL) -9.92 15-16 >552 240 BCLL 0.0 'Rep Stress Incr YES W13 0.86 Horz(TL) 0.28 10 n/a n1a BCDL 10.0 'Code FRC20071TPI2002 Matrix) Wind(LL) 0.39 15 >999 240 Weight: 209 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) This truss has been designed for a . 10.0 psfBOTCHORD2X4SYPNo.2 TOP CHORD bottom chord 9iveload'nonc'onciir'rent%6 anyWEBS2X4SYPNoA10-11 = 0/37 other live loads. BRACING TOP CHORD BOT CHORD 2-18 = -1325/3991 5) * This truss has been designed for a live load of Structural wood sheathing directly applied or 2-2-0 oc 17-18 = -132513991 20.Opsf on the bottom chord in all areae where a purlins. 16-17 = -132513991 rectangle 3-6-0 tall by 2-0-0 wide MlIfitbetween BOT CHORD 15-16 = -1051r3236 the bottom chord and any other members. Rigid ceiling directly applied or 5-5-5 oc bracing. 14-15 = -1051/3236 6) Provide mechanical connection,(by others) of MiTek recommends that Stabilizers and required cross bracing be installed during truss 13-14 = -1325/3991 12-13 = -1325/3991 truss to bearing plate capable of withstanding 607 lb uplift at joint 2 and 607 lb uplift at joint 10. 10-12 = -1325/3991erection, in accordance with Stabilizer Installation guide, WEBS LOAD CASE(S) 3-18 = 0/314 Standard REACTIONS (lb/size) 3-16 = -830r293 2 = 182710-2-2 (input: 0-8-0) 5-16 = -691493 10 = 1827/0-2-2 (input: 0-8-0) 5-15 = -163/577 Max Horz 6-15 -3861238 2 99(LC 6) 7-15 = -163/577 Max Uplift 7-14 -691463 2 =-607(LC 4) 9-14 = -830r293 10 =-607(LC 5) 9-12 = 01314 FORCES (lb) NOTES Maximum Compression/Maximum Tension 1) Unbalanced roof live loads have been TOP CHORD considered for this design 1-2 0/37 2) Wind: ASCE 7-05 1 120mph (3 -second gust) 2-3 -4304/1544 TCDL=4.Opsf, BCDL=3.Opsf. h=17ft1,CatAI; Exp 3-4 = 3467/1338 B; enclosed * MWFRS (low-rise) and C -C 4-5 = -339911355 Interior(l) zone,,C--C for members and forces & 5-6 = -3541/1455 MWFRS for reactions shown. Lumber DOL=1.60 6-7 = -3541/1455 plate grip DOL=1.60 7-8 = -3399/1355 3) Provide adequate drainage to prevent•water 8-9 = -3467/1338 Ponding. 9-10 -4304/1544* SALVADOR JURADO P:E. STATE OF iFILORIDA REG. NO 19939 -'6401 NW74THAVE. :MIAMI FL.331,66 Job Truss TrussTruss TypeType Tr Qty ply JA-RO Coms6u—cbon - Bdnso`n-Re—si—d—ence, 6646-1 A06 H I P T R 0006 BUG dfQrIando,Sanford, !Flofida32773, (Bob IWeaIN6,v'tl8il4:',1:6:',l4'2009 1PSW1 1-2-0-0 '6-5-1 12-4-15 17=00 21-5-0 25-10-0 30-51 M,_l A2-'10-0 S54-11 0 - 45 4-71 4--5-0 4-7.1 '6,15 1 Scale = 4:77.0 X4.00112 3x4 5x6 3X6 5 3x4 3x6 2X4 4'10 3 4 "W-3 212 3X90 120 ig 118 21 17 22 15 14 - tIX1 o -\16 AA = 3x8 Sx6 WB 3X8 4x6 3x4 9-2-15 25-10-0 33-7-1 '42-1 9-2-15 7-9-1 8-10-0 7-9-1 9-2-15 Plate Offsets' X,Y): 12:0-5-2,0-1-,81,[12-0-572,0-1 LOADING (psf) 'SPACING 2-0-0 CSI i DEFIL in *(Ioc) -Ilddfl L/cl iPLATES fGRIP TCLL 20.0 Plates Increase 1.25 TC !0.47 Vert(LL) 0.46 16-18 >999 360 244/190 TCDL 10.0 Lumber Increase 1.25 BC 87 .24 1 0Vert(TL)A 04 16-18 >467 BCLL 0.0 Rep Stress Incr 'YES WB 0.46 Horz(TL) '0.25 i2 n/a n/a BCDL 10.0 Code FRC20071TP12002 Matrix) Wind(LL) 0.34 14-16 >999 240 Weight: 216 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS TOP CHORD 2) Wind: ASCE 7-05; 4 20mph (3-second,g - us ' t ' WEBS '2 X 4 SYP No.3 10-11 = -4154/1442 TCDL=4,Opsf; Bcb'L=3.0psf;:='l"7ft';'Cat'111;iExp BRACING 111-Q = -4462/1556 B; enclosed; MWFRS (low-n'4) and C-( TOP CHORD 12-13 = 0/37 Interior(l) zone:C-C for members and forces & Structural wood sheathing directly applied or 2-7-14 BOT CHORD MWFRS for reactions Chown; Lumber DOL=1.60 oc purlins. 2-20 = -134314150 plate grip DOL=1.60 BOT CHORD 1 19-20 = -113213623 3) Provide adequate drainage,to..prevent water Rigid ceiling directly applied or 5-9-1 oc bracing. 18-19 = -1132/3623 ponding. MiTek recommends that StabAizers and 18-21 = -980/3252 4) This truss has been clesigned for a 10.0 psf bottom chord live load nonconcurrent with any required cross bracing be installed during truss 17-21 = -980/3252 other live loads. erection, in accordance with Stabilizer 17-22 = -980/3252 5) * This truss has been designed for a live load of InstallWicin pide. 16-22 = -980/3252 5-16 = 20.Opsf on the bottorrichord 19 all areas where a1132/3623 14-15 = rectangle 3-6-0 tall by 2-0-0vAde will fit between REACTIONS (lb/size) 2 187810-2-3 (input: 0-8-0) 1132/3623 12-14 - -1343/4150 the bottom chord and any other members, with 12 -1878/0-2-3 (input: 0-M) WEBS iBCOL = 10. - Opsf. 6) Provide mechanical connection (by others) of Max Horz 3-20 = _337/209 truss to'bearing plate capa 61iild-wifhstanding 5992li108(LC 6) Max Uplift 5-20 = -73/506 5-18 -654/297 lb uplift at joint 2 and 599 Ib uplift at joint 12' 2 =-599(LC 4) 6-18 -239/763 12 -599(LC 5) 7-18 = -3311126 LOAD CASE(S) 7-16 -331/126 Standard FORCES (lb) 8-16 -239(783 Maximum Compression/Maximum Tension 9-16 = 26541297 TOP CHORD 9-14 = -74/506 1-2 = 0/37 1114 = 337t209 2-3 = -4462/1556 3-4 = -4154/1442 NOTES 4-5 = -4093/1450 1) Unbalanced roof live loads have been 5-6 = -3355/1257 considered for this design. 6-7 = -3157/1222 7-8 = -3157/1222 8-9 = -3355/1257 9-10 = -4093/1450 SALVADOR JURADO,P.E.STATE OF;FLLORIDA,i 19939 -1640i;NW74 TH AVE.MIAMWL,S3166 7 Job Truss Truss Truss Type Qty Ply 'JA-RO Const:6-ctko—n - Brinson Residence 6646-1 A'07 HIP TR P0,07 BCGVoelaro FWfra, (Florida! BGG df'GfIand,,.s.,if.,a ia, '661h'Ciaik 7 ,120 IF,60',l'030091MiTdkllndusM6s,iinc. tiVVed,,Noy';18',14:;16:;15',20W 4Paqe if 2,0-0, 114- __192 23 -IM 5-5 354-4 42-10-0 0- 2 144270'.02V12 7 z4-10-06-7;5 5-1'0-15 7-SA25 4:00' 12 ;5x6 = 5x8 Tt7 3x4 3x6 s 5 3x6 2x4 4 3 2x4 -5- Vo2 10 7t- Al Zl 11 B2 12 3X10 = 19 18 17 16 15 14 13 '- 3 lo 4X6 - 3x8 = 3x6 = 3x4 = 3x4 3x4 = 4x6 I 19-0-023-10-0 32 -1 -IS 42-10-0 10,&1 Plate _Offsets' 8-3-15 "'100 -10-8-18-3-'15 XY): 12:0-5-2,0-1-8],![7:0-5-410-2-,8]:[11:'0-5-2 0-1-8] LOADING (pso SPACING 2-0-0 CSI iDEFL in (6c) udd Dd PLATES ;GRIP TCLL 20.0 Plates Increase 1,25 TC 0.67 Vert(LL) -0.32 15 >999 360 MT20 90 TCDL 10.0 Lumber Increase 1.25 iBC 0.66 Vert(TQ) -0.87 13-15 >582 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.25 11 Na n/a BCDL 10.0 Code FRC2007ITP12002 Matrix) Wind(LL) 0.34 13-15 ?999 240 Weight: 2144b LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except' TOP C HORD 4) This truss has been designed fora 10.0 psf 2 X 4 SYP SS bottom chord f`v e load non6oncurrerif withB19-10 = -3901/1389 t any WEBS 2 X 4 SYP No.3 10-11 = -426111521 other live loads. BRACING 11-12 = 0/37 5)' This truss has been designed for a live load of TOP CHORD BOT CHORD 20.Oprf on the bottom chord in all areas where a Structural wood sheathing directly applied or 2-5-0 oc 2-10 = -1304/3956 rectangle 3-6-0 tall by 2-M wide will fit between purlins. 18-19 = -106513375 the bottom chord and any other members. BOT CHORD 17-18 = -1065/3375 6) Provide mechanical connection (by others) of Rigid ceiling directly applied or 5-10-4 oc bracing. 16-17 = -802/2762 truss to bearing plate capable of withstanding 590 MiTek recommends that Stabilizers and 15-16 = -802/2762 lb uplift at joint 2 and 590 lb uplift at joint 11. required cross bracing be installed during truss I 1 4-15 = - 11065/ 3375 erection, in accordance with Stabilizer Installation 13-14 = -1- 1065/3375 LOAD CASE(S) 11-13 = -1304/3956guide. StandardWEBS REACTIONS (lb/size) 319 - -403/242 2 = 1827/0-2-2 (input: 0-8-0) 5-19 = -84/581 11 = 1827/0-2-2 (input: 0-8-0) 5-17 = -7971339 Max Horz 16-17 - -177/607 2 =-117(LC 7) 7-17 = -2171221 Max UpIM 7-15 -177/608 2B-15590(LC 4) 799/339 590(LC 5) 8-13 = -841582 10-13 = -403/242 FORCES (lb) Maximum Compression/Maximum Tension NOTES TOP CHORD 1) Unbalanced roof live'loads have,been 1-2 = 0/37 considered for this design. 2-3 = -426111521 2) Wind: ASCE 7-05. 120mph (3serond gust); 3-4 = -3900/1389 TC,DL=4.0,psf; PCrDL=3.Opsf, h=1 7ft; Cat. .11: Exp 4-5 = -3839/1399 B, en6losed:'MWFRS (low-rise) and C -C 5-6 = -2953/1162 Interior(l), zone;C-C for members and forces & 6-7 = -2763/1138 MWFRS for reactions shown, Lumber DOL=1'60 7-8 = -2951/1162 plate grip DOL=1.60 8;9 - 23840/1399 3)Prqv(de adequatedrain age top(ev entwa er ponding. SALVADOR JURADO P.E. ISTATE FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Job Truss Truss Type Construction - Brinson - Residence 6646-1 /A08 Hip im 0008E j.0b IR nPe tQp.tion6l) BGGbfOrIando,5SaKfoid IFIeFida32773,IB6b`CI4fk 8-6-15 14-3-1 21-,0-.0 2i -i 28-6-15 34 1 42-10-.0 ,04-1.0,9i -.EO 5 :5-8-3 6-&15 - Vi" -&6-15 i5-18-3 4 f,21 "o Scalei 104.8l 5X6 -:-:5x6x 6 3)(4 3x4 3x4 pA 7 3x4 3x6 :z 7 2 3 3 4 IV z Ri i0 19 '16 1133x10 '20 'it 8 J 7 5 44 .12 3x10 2x4 11 44 3x4 3x4 = 3x4 = 46 2)(4 3x4 06 7- 14-3-1 21-0-0 -21 10-0 128-6-15 3-4-3- 1 42-10-0 8-6-75 5-.8-3 f6-8-15 010io 6,8-1$ 1 Plate Offsets IX,Y): '(1:0.5-2'0-1,81, (10:0-5-2,04-.8 LOADING (psf) SPACING 2-12P0 CSI DEFL in i(loc) I1/deliUd PLATES fORIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Veri(LL) 0.31 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BG 0.72 Vert(TL) 0.83 17-18 :>608 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TQ 0.26 iO n/a n1a BCDL 10.0 Code FRC20071TP12002 Matrix) Wind(LL) 0.33 17-18 >999 240 Weight: 217slb LUMBER TOP CHORD 2 X 4 SYP SS 'Except' T3,T4: 2 X 4 SYP No.2 TOP CHORD 2) Wind: ASCE 7-05; 120mph,(3-second gust); BOT CHORD 2 X 4 SYP SS *Except* 5-6 = -2559/1072 TCDL=4.Opsf; BCDL=3.0psf;;h=1 fl; Cat"Ill;,lExp, 62: 2 X 4 SYP No.2 6-7 = -2746/1082 B; enclosed; MWFRS (low-rise) and C -C WEBS 2 X 4 SYP No.3 7-8 = -3533/1321 Interior(l) zone;C-C for members and forces & BRACING 8-9 = -3547/1308 MWI`RS for reactions shown; Lumber DOL=1.60 TOP CHORD 9 10 = -4261/1469 plate grip DOL=1.60 Structural wood sheathing directly applied or 2-7-15 10-11 3) Provide adequate drainage to prevent water oc purlins. BOT CHORD ponding. BOT CHORD 1-20 = -133013997 4) This truss has been designed fora 10.0 psf Rigid ceiling directly applied or 5-6-2 oc bracing. 19-20 = -133013997 bottom chord live load nonconcurrent with any WEBS 18-19 = -133013997 other live loads. 1 Row at m idipt 17-18 = -1034/3318 5) * This truss has been designed fora live load of 4-17,7-15 16-17 = -708/2559 20.Opsf on the bottom chord in all areas where a MiTek recommends that Stabilizers and required cross bracing be installed during truss 15-16 = -708/2559 14-15 - -101613309 rectangle 3-6-0 tall by 2-M.wide will fit between the bottom chord and any other members. 6) Provide erection, in accordance with Stabilizer 13-14 = -1248/3946 mechanical connection (by others) of truss to bearing plate capalbleof,withstanding 454Installationguide. 12-13 = -124813946 11b uplift atjoini il,and 581 1 Jjoi i ` , uplift tplipt 10. 10-12 = -,1248/3946 b REACTIONS (lb/size) WEBS 1683/0-2-0 (Input: 0-8-0) 2-20 = 0/308 LOAD CASE(S) 10 = 1831/0-2-3(input: 0-8-0) 2-18 = -768/332 Standard Max Horz 4-18 = -1091487 1 =-137(LC 7) 4-17 = -977/401 Max'Uplift 5-17 -204/617 1 -454(LC 4) 200/611 1 10 2581 (1-C 5 1 7-1`5 '964130 7-14 -84/481 FORCES (11b) 9-14 J21/257 Maximum Compression/Maximum Tension 9-12 01302 TOP CHORD 1-2 = -4311/1550 NOTES 2-3 = -3559/1327 1.) Unbalanced roof live loads have been 3-4 -3538/1340 considered for this design. 4-,5 = 2746/1082 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI'FL. 33166 Job Truss Truss Type Qty Ply JA-RO Construction - BrinsonResidence 6646-1 j A09 COMMON TIR 10009 4.0b (R0,cre-na!: i(q),t1pri ail) IBCG lSa7hfofd, Flor,rida -32773, !Bob Claik VVed'Ndv78114:1611712009 Rajb'11 I 13-8-10 1-5-9 -29-1-6 -13 42-10-,0 1WOA40-7 7 1 7 7 1 37 Scale = 1:73.4 5x6x6 4.00,12 5 3x4 r3x4l 3x6xi 4 i6 3Y6 2x4 3 7, 7 2x4 2 4 A1 6 or 3x10 =17 16 15 18 14 19 121 112 11 3x10 = 3x4 = 4x6 == 3x4 = 54 WB= 3x4 = Ax6 = ',3x4 9-6-7 '17-3-13 25-6-3 333.9 42-10-0 79 9-6:7 late sets'X Yh [1;0-5-20-1=81 [9:0-5-2,0-1-8] LOADING (pso SPACING 2-0-0 CS1 DEFL in '(Ioc) '11defl iUd PLATES "GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.50 13-15 >999 360 MT20 '244/190 TCOL 10.0 i Lumber Increase 1.25 PC 0.56 Verf(T12) -1.07 13-15 >02 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TQ 0.24 9 n/a n1a BCDL 10.0 Code FRC2007/TPl2002 Matrix) Win d(LL.) 0.314 13-15 >99 9 2140 Weight: 201 .lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS BOT CHORD 4) *This truss has been designed for a live load of WEBS 2 X 4 SYP No,3 20.Opsf on the bottom chord in all areas where a16-17 - -1071/3597 BRACING 15-16 - -107113597 rectangle 3-6-0 tall by 2-0-0 wide will fit between TOP CHORD 15-18 = -699/2693 the bottom chord and any other members, with Structural wood sheathing directly applied. 14-18 = -699/2693 BCDL = 10.0psf. . BOT CHORD 14-19 = -699/2693 6) Provide mechanical connection (by others) of Rigid ceiling directly applied or 5-7-15 oc bracing. t13-19 -69§12693 russ to bearing plate capable orl'wiihstanding 452 MiTek recommends that Stabilizers and 12-13 = -1050/3584 lb uplift at joint I and 578 lb uplift at joint 9. required cross bracing be installed during truss 11-12 = -105013584 erection, in accordance with Stabilizer 9-11 = -1275/4168 LOAD CASE(S) Installation guide, WEBS Standard5-13 = -271/947 REACTIONS (lb/size) 6-13 = -7321351 1 = 1756/0-2-1 (input: 0-8-0) 511 -142/596 9 = 1904/0-2-4 (input: 0-8-0) 8-11 -333/213 Max Horz 5-15 = -283/955 1 -139(1-C 7.) 4-15 = -747/376 Max Uplift 4-17 = -206/622 1 =-452(LC 4) 2-17 = -351/243 9 =-578(LC 5) NOTES FORCES (lb) I) Unbalanced,roof 'live loads have `been Maximum Compression/Maximum Tension considered forthis design. TOP CHORD 2) WindASCE 7-05:120mph (3second gust); 1-2 - -.4525/1571 TCDL=4 Opsf; BCDL=3 bpsf ih=17ft;Cat. 11; ENp 2-3 = -428611496 B. enclosed; AWFRS (low-risej and C-C 3-4 = -4181/1510 Interior(l) zone;C-C for members and forces & 4-5 = -3394/1224 MWFRS for,r6action5 shown, Lumber DGL=1:60 5-6 = -3390/1218 plate grip DOL=1.60 , 6-7 = -4137/1440 3) This truss has been designed for a 10.0 psf 7-8 = -4242/1426 bottom chord live load norconcurrent with any 8-9 = -449011492 other live loads. 9-10 = Of37 BOTCHORD 1-17 = -1357/4220 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 -'6401 NW 74 TH AVE. MIAMI FL. 33166 y Job Truss Truss'Type qty Ply JA-RO Construction - Brinson Residence 6646-1 A10 NIP TR ; 1 0010 BCG(of•;Orlando,fSanfofd,IFlondar33773Bob;Clark Jobi[teterence(o ionab 17a120sFeb1,020091MiTdk11fidu's"thda;!Inc i1Ned!Nov1814']i61;820091Pageil 2-0-0 8615 143-1f—-----J-- 21-0-0 211 28-6-15Q - 3431 4,2-10-0 410- I--'—'92-0-0 _ - _ _ _ 8 Tr15- ._- _ _ 5-6 3 6 8 15 0 10 0 6 &95 15=&3 '&6-15 3=0-0 1 Scale -,1:,77..0 5x6 -5x64ai012 .. 6 7 3x4 3 3x4 3x4 ` 3x6 IS z2 — - ` 3x4 g 34 11 B2 81 3x10 = 21 120 19 18 17 16 21d 175 ' 74 13 300 = 2x4 11 4x6 3x4 = 3x4 = 3x4 = 46 - ; 2x4 J1 3x4 = l 4x6 — 14-3-1 21-d-0 s21r1Q-0 ':29-6-15 i 34-3-1 42-10-0 8-6-15 5-8-3 6;8-15 p 1p-0 6-&15 5-8 3 '8 6-15 Plate Offsets LOADING (psf) i SPACING 2-0-0 CSI DEFL In (loc) •11defl L/d PLATES fbRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.31 18 >999 360 MT20 244/190 TCDL 10.0 Lumber' Increase 1.25 BC 0.72 Vertjl-) -0.8418-99 >605 240 BCLL 0.0 Rep Stresslncr YES WB 0.51 Horz(TL) 0.26 11 n/a n/a BCDL 10.0 Code FRC20071TPI2002 Matrix) I Wind(LL) 0.32 18 >999 240 Weight: 220 Ib LUMBER TOP CHORD 2 X 4 SYP No.2'Except' T1: 2 X 4 SYP SS TOP CHORD 3) gust); seconustWind: ASCE 7-05; 120m h 3 d ( ): BOT CHORD 2 X 4 SYP No.2'Except' 4-6 _ -2734/1062 TCDL=4.Opsf; BCDL=3. Op h=17ft1 tat. 11; Exp 61: 2 X 4 SYP SS 6-7 _ -2548/1053 B; enclosed; MWFRS (low-rise) and C -C WEBS 2 X 4 SYP No.3 7-8 = -2734/1062 Interior(1) zone;C-C for members and forces 8 BRACING 8-9 = -3521/1302 MWFRS for reactions shown; Lumber DOL=1.60 TOP CHORD 9-10 = -3535/1289 plate grip DOL=1.60 Structural wood sheathing ydirect/ aPp. lied or 2-9-3 oc 10-11 = -4249/1451 3) Provide adequate drainage to prevent water purlins. 1-12 = ponding. BOT CHORD BOTCHORDBOTRD 4) This truss has been designed for a 10.0 psf Rigid ceiling directly applied or 5-8-13 oc bracing. 2-21 = -123013935 bottom chord live load nonconcurrent with any WEBS 20-21 = -1230/3935 other live loads. 1 Row at midpt 19-20 = -1230/3935 5)' This truss has been designed for a live load of 5-18, 616 18 19 = -1001/3298 20.Opsf on the bottom chord in all areas where a MiTek recommends that Stabilizers and 1 required cross bracing be installed during truss 17.18 = -6892548 16-17 = -6692548 14-15 = rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of jerection, in accordance with Stabilizer 1001/3298 truss to bearing plate capable of withstanding 580Installationguide. 14-15 = -1230/3935 lb;uplift at joint 2 and 5801Ib at l)oirit 11. 13-'14 = -1230/3936 uplift REACTIONS (Ib/size) 11-13 = -1230/3935 2 = 1827/0-2-2 (Input: 0-8.0) WEBS LOAD CASE(S) I 11 _ 1827/0-2-2 (input 0-8-0) 3-21 = .0/302 Standard Max Horz 3-19 -721257 2 =-127(L'C 7) 5-19 = :851481 Max Uplift 5-18 = =965/384 2 = _580 LC 4) 6-je -1961610 11 = 580(LC 5) 7-16 !_ -196/610 8-16 _ -965/384 FORCES (lb) 8-15 - -85/481 Maximum Compression/Maximum Tension 10-15 Z7,21257TOPCHORD10-13 =•0/302 11-2 = 0/37 2-3 = 4249/1451 NOTES 3-4 = -3535/1289 1) Unbalanced roof dive loads have,been i 4-5 - -3521/1302 considered for this design. SALVADOR JURADO,P.E. STATE;OF!F.LORIDA REG.+NO 19939 -'64D1 NW 74 TH AVE. MIAMI F,L 33166 Job Truss Truss Type Qty Pry JA-RO Construction -Brinson Residence 16646-1 I AQIG jiHIP. GIRDER TR 1 Z2 OOP 1; Job (Reference IBCGof,Orlando„Sanford,'Floflda32773,IBdb'',Clark X120tsiFeb102009'M Tekiridustne6,find. tWedlNov1814;1r6.1920091Pageal l I { Z5 0 '.gt 108it'1 5 11 9-'F 6 41 _.. 490-0 8a4'f S 1a A -- 6'8' 1 Scale - 1:77. t 4100. -, f2 -5x8 = f 5 6 7 i -3x6 l 9x4 5 'T? I 3x4 8 3x6 iA 3x1 4-,/\,, ! \ "9 '..3x4 i F11 v 1Aid 34 = 21 Zo 19 18 17 16 7 15 14 13 :22 r4)c6 = i 2x4 I I 3x6 = 3x6 = 3x4 = 3x8 = 5x8 WB= 3x4 = 2x4 11 3x4 = 6-0-11 ]2-7-15 19-0-0 23-io-0o 30.2-i 6 3613 :42-10-0 6.8.11 5-,11-0 4-t - ..:4-90-0 ' '6-4-1 5 11-4 ' {6-;8-1] ' Plate Offsets.(X,Y): 16:0.540.2-8j_ t'LOADING (psf) ZPACING 2-M GSI IDEFL in :(loc) 1/deft Ud IPLATES ',GRIP TCLL 20.0 Plates Increase 1.25 SC 0.65 Vert(LL) -0.21 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber lncrease 1.25 j BC 0.93 Vert(TL) =0.54 95-16 937 240 BCLL +0.0 Rep Stress Incr NO AWB 6.37 Horz(TL) `0.15 i 1 h/a nla BCDL 10.0 Code FRC2007rrP12002 Matrix) Wind(LL) 0.18 15-16 999 240 Weight: 464 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2'Except* BOT CHORD 2) All loads are considered equally applied to all plies, except;(noted de front (F) equallyapplied o all iri' 2 X 6 S 20-21 = -1148/4337 dhe'LOAD CASE(S) section. Ply to ply connectionWEBS2X4SYPNo.32XNo.3 BRACING 19-20 = -1148/4337 18-19 = -97513810 have been provided to distribute only loads noted TOP CHORD 17-18 = -720/3091 as (F) or (B), unlesc otherwise indicated. Structural wood sheathing directly applied or 43-1 oc 16-17 = -720/30913) 3) Unbalanced roof live loads have been purlins. 15-15 = -1008/4230 for this design. BOT CHORD 14-15 = -1627/6302 4) Wind: ASCE 7-05; 120m h'3 secondp gust); r Rigid ceiling directly applied or 10-0-0 oc bracing. 13-14 = -1627/6307 TCDL=4.Opsf; BCDL=3:Opsf; h=17ft; Cat. 11; Exp 13-22 = -1627/6302 B; enclosed: MWFRS (low-rise); Lumber REACTIONS (Ib/size) 11-22 = -1627/6302 D6L=1.60 plate grip DOL=1.60 2 = 1939/0-1-8 (input: 0-8-0) WEBS 5) Provide adequate drainage to prevent water 11 = 4374/0-2-3 (input: 0.8-0) 3-21 = 0/244 ponding. Max Horz 3.19 = -586/190 6) This truss has been designed for a 10.0 psf 2-119(LC 6) 5-19 - -35/421 bottom chord live load nonconcurrent with any Max Uplift 5.18 = -877/313 other live loads 2 = : 623(LC 3) 6-18 =1351573 7) This truss has been designed for a live load of 1 1 = 1332(LC 4) 6-16 132/387 20 Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit'betweeh FORCES (Ib) 7-16 = -158/720 8-t6 - -1270/428 the bottom chord and any other members. i Maximum Compression/Maximum Tension 8-15 -140/699 8) Provide, mechanical connection (by.others) of iinuss tolbearin late capable of withstandin 23TOPOHORD10-15 ?233/666 lb uplift at joint 2 and 1332tb,uplift at ilomt'1 1. 1-2 = 0137 10-13 -242/1.©7,9 9) Hangers) or other connection devices) shall'be' 2-3 = -4868/1223 provided sufficient to support concentrated load(s) 3-4 = -4070/1104 4-5 = 4016/1112 NOTES 1) 2 -,ply truss to be,connected:together with 1 Od 2660.Ib dawn and +775 Ib up at 40-8-9 on bottom 5-0 = -33071927 0.148"x3") nails as'follows: chord. The design%selection of such,connection 6-7 = -3187/940 Top chords connected as'follows: 3 X 4 - 1 raw at device(s) is the responsibility of others. 7-8 = -3402554 0-9-0 oc. 8-9 = -4417/1244 Bottom chords connected as follows: 2 X 4 - 1 'row 9-10 = -451911230 at 0-9-0 oc, 2 X 6 -'2 rows at 0-4-0 oc. LOAD CASE(3) 10-11 = -6683/1811 Standard Webs connected as follows: 2 X 4 - 1 row at 0-9-0 1) Standard Regular: Lumber Increase=1.25, Plate0/41 oc. Increase=1.25BOT= BOT CHORD Uniform Loads;(pt0 ; n inued d X 37 SALVADOR JURADO P.E. STATE OF FLORIDA ;REG.?NO 19939 -.640] :NW 74 TH AVE,MIAMI FL. 33166 Job Truss Truss Type Qty Ply JA-RO Construction -',Brinson Residence X0011 j6646-1 A11G 'THIP GIRDER TR 1 f Z JoblRcfprsr c-eio logat BCG;ofiOrlando,''Sanfofd,IFilonda!32773„jBob,Uark N.,130isfFeb ,1OS3009lMifeklln`duat iee,llmclN7ei1!tVov1`8141619:2009{P,age`2 i LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-60, 6-7=-60, 7-12=-60, 2-11==20 Concentrated Loads (lb) Vert: 22=-2660(,F) a II Job Truss Truss Type City Ply JA-RO Construction - Brinson Residence 6646-1 Al2 LHIP TR 0012, 1BC-G',f0flnd,,'Sanfofd, Flofida 132773, 1B1 bClaielk 7.420 IlFeb'T,0'2009 M ffp k 11 Qdlifffi&e, ,IncNoviWedc. )-8`,J4AJ6.`,2G,,2 9 11?,ag6 400 p 2-M 6-5-1 12-4-15 L 25r .10.0 3G-5-1 36-4-15 40-7-.0Jf. 1--- 5-0 4- 14=5-0 4-5:0 6 -11--14 Scale 1:72.7 33 4.00F12 5x6" - x - 653X4 X6 6 3x6 3x4 -&4 z- 5 _T2, '19 r3x6 2A3x8 V 123 d2 3A 12 7ZR3 3x10 20 19 18 21 17 22 i6 1'5 14 13 3x4 = 4x6= 3x8 5x6 WB- 1)(6 3x4 3x8 4X6 9-2-16 26-10-0 33-7-1 40-7-.0 9-2-15 7.9.18-10-0 7-9-1 6-11-15 Plate Offsets(X,Y): 12 0-5-2,0-1 81 LOADING (psi i SPACING ;2-0-0 CSI DEFL in -(los) 11clefl Ud PLATES !GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LQ -0.40 16-18 >999 360 MT20 '244/190 TCDL 10.0 Lumber Increase 1.25 BC '0.90 Vert(TL) ;0.88 16-18 1548 240 BCLL 0.0 Rep Stress Incr YES i WB 0.50 Horz(TL) 0.23 13 n/a n/a BCDL 10.0 L Code FRC2007frP12002 Matrix) Wind(ILL) 0.30 18-20 >999 240 Wejght:,213 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 TOP CHORD 2) Wind: ASCE 7-05; 120mph (3 -second gust); WEBS 2 X 4 SYP No.3 8-9 = -2981/1140 TCDL=4.Opsf, BCDL=3.Opsf; h=17ft; Cat' ll;'Exp BRACING 9-10 = -3155/1181 B; enclosed; MWFRS (low-rise) and C -C TOP CHORD 10-11 = -3216/1173 Intehor(l) zone;C-C for members and forces & Structural wood sheathing directly applied or 2-8-15 11-12 = -376/106 MWFRS for reactions Chown; Lumbor DOL=1.60 oc,purlins, except end verticals. 12-13 = -232/93 plate grip DOL=1.60 BOT CHORD BOTCHORD 3) Provide adequate drainage;to, prevent.water Rigid ceiling directly applied or 5-3-13 oc bracing. 1 2-20 = -1370/3925 I ponding. WEBS 19-20 = -1158/3389 4) This truss has been designed fora 10.0 psf 1 Row at mIdpt 11-13 18-19 = -1158/3389 bottom chord live load nonconcurTerd with any other live loads. MiTek recommends that Stabilizers and 18-21 = -985t2954 5) 'This truss has been designed for a live load of required cross bracing be installed during truss I7-21 = -985/2954 20.Opsf on the bottom chord in all areas Where a erection, in accordance with Stabilizer 17-22 = -985/2954 rectangle 3-6-0 tall by 2-M wide will fit between Installation gu 6-22 = -985/2954115-16 - -1054/3038 the bottom chord and any other members, with REACTIONS(lb/size) 14-15 = -1054/3038 BCDL = .10.0psf. 2 = 1797/0-2-2 (input: 0-8-0) 13-14 = -1016/2767 WEBS 6) Provide mechanical connection (by others) of truss to bearing plate capable dfAi standing.5' 811 13 (input: 0-8-6) lb uplift at joint 2 and 447 lb uplift at joint 13. Max Horz 3-20 = -343/209 2 = 138(LC 6) 5-20 = -74/512 Max Uplift 15-18 1 571298q- i'a 1 UOAD CASE(S) 1 , 2 -581 (Lc 4) s , Sta6qar'd 13 -447(LC 5) 7-1'e = -242/101 7-16 = -4041149 FORCES (lb) 16 = -202/02 Maximum Compression/Maximum Tension 9-16 3730 TOP CHORD 9-14 = -1071116 1-2 = .013711-14 111351 2-3 = -4224/1482 11-13 = ,2790/1077 3-4 = -3911/1367 fl 4-5 = -3850/1375 NOTES 5-6 = -310411181 1) Unbalanced roof live loads have been 6-7 = -2918/1149 considered for this design. 7-.8 = -2798/1111 SALVADOR JURADO P.E. STATE OF fl-ORIDkREG. 'NO 19939 - 6401'NW 74 TH AVE. !MIAMI iFL. 33166 Job Truss Truss Type QtyPly JA-RO Construction - Brinson Residence 0013 6646-1 A13 flI? TfR BCG of Orlando, 'Sanford, - 111F oVida . . . . . . . . . . . . . . . . Rc erj6n Jil) cp (914gn YA 20 s fiib 1,10 2009 IM iTekllndulst6es, flni. Wed (Nov 1-0 10-14 111-" 215-0 27-10-0 2 40-7-0- 7 0-14 7-1-2. 16-S-0 1-1-2 07 Scale —1:72., 4.00 12- 5X8 5 T-3 Nit - 3 3x6 3x4 cA, T- W1 Vil 5x6 7 to 2 132 3x10 = is 17 16 is 14 113 . 12 0.1 2x4 I I 5X6 WB= 3x4 = 5x8 = 3x4 4x6 6x8 4171 2o7-10-14- 21-6-0 27-10-01 2 4 71, 6-5-.0 7.,'5 Plate Offsets 5-2,0-18], -81J7:0-54,0,'2-,81 J 1 10-3-8:0w3,0],!(15:0-4-0 0-3-0j LOADING (pso SPACING 2-0-o CSI DEFL !in (loc) l/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.2.5 TC 0.73 Vert(LL) -0.28 15-16 999 MT20 244/190 TCDL 90.0 SLumberIncre6 8 1.25 BC 0.86 VeA(TL) 472 15-16 360 668 2 iO BCLL 0.0 Rep Stress , Incr YES WB 0.87 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code FRC20071TP12002 Matrix.) Wind(LL) .0.31 15-16 999 240 Weight: 208 lb LUMBER TOP CHORD 2 X 4 SYP No.2 4) This truss has been designed fora 10.0 psf iBOTCHORD2X4SYPNo.2 TOP CHORD bottom chord live load nonconcurrent with anyWEBS2X4SYPNo.3 1G-11 = -1525/608 other live loads. BRACING TOP CHORD BOT CHORD 2-18 = -1350/3770 5) * This truss has been designed for a live load of Structural wood sheathing directly applied or 2-" oc 17-18 = -135013770 20.Oprf on the bottom chord in 211 areas where 2 purlins, except end verticals.16-17 1350/370 rectangle 3-6-0 tall by 2-0-0 wide will fit between BOT CHORD 15-16 = -107513608 the bottom chord and any other members. Rigid ceiling directly applied or 5-4-11 oc bracing, 14-15 = -1011/2815 6) Provide mechanical connection (by others) of MiTek recommends that Stabilizers and 13-14 = -1090/2923 12-13 = -1090/2923 truss to bearing plate capable of withstanding 588 lb uplift at joint 2 and 455 lb uplift at joint 11. required cross bracing be installed during truss erection, in accordance with Stabilizer 11-12 = -152/381 Installation guide. WEBS LOAD CASE(S) 3-18 = 01314 Standard REACTIONS (lb/size) 3-16 = -836/295 2 = 1748/0-2-1 (input: 0-8-0) 5-116 m=69/49G 11 = 160010-1-14 (input: , 0-8-0) 5-15 = -130/457 Max Horz 6-15 = -384/236 2 129(LC '8) T15 :899%665 Max Uplift 7-14 -17/321 2 =-588(LC 4) 9-14 = -175/161 11 =-455(LC 5) 9-12 = 285/196 I Q'12 = -949/2570 FORCES (lb) Maximum Compression/Maximum Tension NOTES TOP CHORD 1) 11-InbalancedrooUlive Ioads 'havelbeen 1-2 L 0r37 considered for ihiSdesign. 2-3 = -4069/1468 2) Wind: ASCE 7-05; 1,20mph (3 -second gust), 3-4 = -3226/1261 TCDL=4.Opsf, BCDL=3.Opsf; h=17ft, Cat. 11, Exp 45 = -3158/1277 B, enclosed; MWFR S -(low- ' rise) ana C -C 5-6 -3211/1349 Inteiior(i ) zone:C-C for me'mbe'rs and forces & 6-7 = -3211/1349 MWFRS for reactions shown,Lumber DOL=L60 7-8 = -2962/1211 plate grip DOL=1.60 8-9 = -3025/1194 3) Provide adequate drainage toprevent water 9-10 = -313111196 ponling. SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Job Truss Truss Type ryPly JA -R0 Consiruc6on -Brinson Residence 0014 6646-1 A14 HIP TR 1 I 1 i J,ob IReferency i o tronpl 1130G Sf Orlando,,Sanford,'Fionda 32773,18dWO&k 7 120;it(Feb 10 2009 MTekllrldus'tdies, Ilnc 1WTgov T 14`1'6 22'2009 (Page'1 24W 7-3-4 13-0-0 17-8.5 25 1 11 29-10-0 35-6 12 40.7 020 - 73 4 — 5 8 12 +. 4 6 5 ± 7 ,448.5 ;5.8-12 $4 4 1 Scale = 9:72.7 4.00 F12 5x6 = 3x4 = 3x4 = 5x6 — 3v1n - '-;17 16 15 „14 13 12 11 2x4 'l l .4.6 = 8x6 = 3x8 = ' 6x8 = 3x8 = 3x8 = LOADING (psf) SPACING =3 0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 9.63 TCDL 10.0 Lumber Increase 1.25 BC 0.84 BCLL 0.0 Rep Stress Incr YES WB 0.80 BCDL 10.0 Code FRC20071TP12002 Matrix) LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 TOP CHORD WEBS 2 X 4 SYP No.3 1-2 0/37 BRACING 2-3 4083/1492 TOP CHORD 3-4 3424/1356 Structural wood sheathing directly applied or 2-7-3 oc 4-5 3218/1327 purlins, except end verticals. 5-6 3630/1489 BOT CHORD 6-7 292811230 Rigid ceiling directly applied or 5-4-2 oc bracing. 7-8 3116/1254 MiTek recommends that Stabilizers and 8 9 3032/1180 required cross bracing be installed during truss 9-10 1521/616 erection, in accordance with Stabilizer BOT CHORD Installation guide. 2-17 1376/3785 16-17 1376/3785 REACTIONS (Ib/size) 15-16 137613785 2 = 1748100-2-1 (input 048-0) 14-15 1382!3625 10 = 1600/0-1-14 (input: 0-8-0) 13-14 133713491 Max Horz 12-13 1079/2829 2 = 120(LC 6) 11-12 107912829 Max Uplift 10-11 137/356 2 =-595(LC 4) WEBS 10 =-463(LC ;5) 3-17 0/251 31'5 650235 FORCES :(Ib) 4-15 253/788 Maximum Compression/Maximum Tension 545 698287 TOP..OHORD 6-14 82/148 1-2 = 0/37 i6A4' 141306 2-3 = -4083/1492 6-13 888/360 3-4 = -342411356 7-13 2151669 4=5 = -3218/1327 8-13 32280 5-6 = -3630/1489 8-11 361/207 6-7 = -2928/1230 9-11 9552508 7-8 = -311611254 8-9 = -3032/1180 9 1,0 r= 4 521 /61;6 AO 3x4 fl DEFL to (loc) 1/de`fl 1L%d PLATES !GRIP Vert(LL) -0.31 14-15 >999 ,360 MT20 2441190 Vert(TL) -0.8714-15 >554 240 Horz(TL) 0.22 10 n1a n/a Wind(LL) 0.3514-15 >999 240 ;Weight: 205 Ib NOTES 1) Unbalanced roof live 1oads,have 'been considered for this design. 2) Wind: ASCE 7-05; 120mph (3 -second gust), TCDL=4.Opcf; BCDL=3.Opcf; h=17ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C -C Interior(1) zone,C-C for members and forces -8. MWFRS for reactions shown; ,Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0,w de will fit between the bottom chord and any other+members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 Ib uplift at joint 2 and 4631b,u150 at Joint 10. LOAD CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE.'MIAMI FL ,33166 Job Trus Truss Type Qty Ply 'JA-RO Const-uctConstruction -Brinson Residence 6646-1 i A15G i HIP GIRDER TR 0015 jBCGVfOflan&,'S6-nfdF,d, F idat327(73, -,Bdb'0df,k 7A20s1Feb'10'20091MiTdk !Industries, !Inc. UVOINov 18,1416"22 20W Pagell 6-2-7 24-10-1 31m10- 0 T8-11-15 '6.10-3 36-7-9 42-10,0 -1% 1,1 15 449-9 ,7`6 -2 - Scale -1:74.4 4.00 [1-2 75x8 2x4 :11 ,3x6 =,3xg I5X6 12 3x4 Ta Px4 W2 VJ2 V 41 i -z -z, 91 jr axe ;198 d812 Ill 46 20 2x411 3A 3X8 3x6 2x4 11 2x4 `11 3x4 48 70-0 I i7-11-15 1 24-10 .1 31l 11-0 36-7-9 '42-10-0 7- il 4 6-11-15 0 f -15 LOADING (pso SPACING 2-,0=0 CSI DEFL fin (loc) Vdeft L]d PLATES 'GRIP TC LL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.29 14-16 999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TC) -0.74 14-16 689 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) .0.17 9 n/a n1a BCDL 10,0 Code FRC2007fTP12002 Matrix) Wind(LL) 0.27 14-16 999 240 Weight: 431 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* BOTCHORD 2) All loads are considered equally applied to. all B3: 2 X 6 SYP DSS - 17-18 = -1147/4094 plies, except if noted as frontr(F) or back (8) face in! WEBS 2 X 4 SYP No.3 16-17 = -1147/4094 the LOAD CASE(S) section. Ply to ply connections BRACING 15-16 = -1524/5516 have been provided to distribute only loads noted TOP CHORD 14-15 = -1524/5516 as (F) or (8), unless otherwise indicated. Structural wood sheathing directly applied or 4-3-6 oc 1;3-14 = -1524/55116 3) Unbalanced roof live loads have been purlins. 12-1 . 3 = -1516/5497 considered for this design, BOT CHORD 11-12 = -1839/6700 4) Wind: ASCE 7-65; 1'20mph (3 -second gust); Rigid ceiling directly applied or 10-0-0 oc bracing. 11-20 = -1839/6700 TCDL=4.Opsf; BCDL=3.Opsf h=17ft; Cat. 11; Exp 9-20 = -183916700 13: enclosed. MWFRS (low-rise); Lumber REACTIONS (lb/size) WEBS DOL=1.60 plate grip DOL=1.60 1 1804/Mechanical 2-19 = 0/213 5) Provide adequate drainage to prevent water 9 441510-2-4 (input: 0-8-0) 2-18 = -535/230 ponding. Max H.rz 3-18 = -56/401 f6) This truss has been designed fora 16.0 psf 1 -92(LC 6) 3-16 - -452/1528 bottom chord live load nonconcurrent with any Max Uplift 4-16 = -422/212 other live loads, 1 -531 (LC 3) 6-16 -325/107 71) ' This truss has been designed for a live load of 9 389(LC 4) 6-14 0)'259 20.Opsf onthe,bottom chord in all areas whe'rea rectangle 32" tali by'2-0-0 wide will fit between FORCES (lb) f_'12 = -1076/332 7-12 -28311195 the bottom chord and any other members. Maximum Compression/Maximum Tension 15:1 2 40ffi92 8) Refer togirder(s) for truss,to4russ connections, fh `fion;(`by,others). TiYP'GHORD J1-,305/121;8 9) Providem ,6i russ to arin' late 6 n1bearing I - apabledf Withsian8i 615-11-2 = -4892/1433 2-3 = -434211303NOTES lb uplift at joint i and 1389 lb uplift at joint 9. 3-4-533111611 11),pty,trussito,be connected togethpr with 1 Od 10) Hanger(s) or other connection devicefs) shall 4--5 5331/1611 0:148'x3") hails as . follows: the provided sufflcient4lo support concentrated 5-6 -5331/1611 Top chords connected as follows: 2X 4 - I row at load(s) 2690 lb down and 800 lb up at 40-8-9 on 6-7 = -4675/1409 0-M oc. bottom chord. The design/selection of such 7-8 = -4923/1447 Bottom chordsconnected as 'follows: 2 X 4 - 1,row connection device(s) is the responsibility of others. 8-'9 = -7105/2034 at 0-9-:0 oc, 2 X 6 -2 rows at'G-4-0 oc. 9-10 = 0/41 Webs connected as follows: 2 X 4 - I row at 0-9-0 LOAD CASE(S) BOT CHORD oc. Standard1-19 -1330/4569 1)R egular: !Lu niber 1 ncrease= 115,,,P late18-19 -1330/4569 1 1 125Increase=j Continued on page 2 SALVADOR JURADO P.E. -$TATE OFfLORIDAREG. P40 19939 -,6401 Nw 74 iT:H /AVE. MIA ItFL.,33466 Job Truss Truss Typeqty Ply JA-RO Construction - Brinson Residence 6646-1 1 A15G WHIP GIRDER TR 11 0015, I ` ' btRefsrenctio,:tronal' BCG o'"f,Orlando, Sanford, +Rlocida 32773, IBob'Ciar"k 712A,kfhb 10 20091MiTekflnduetnee; Ilnc. 9VV a [Nov 18 14: ] 6:23'2009 1139e 2 ' LOAD`CASE(S) Standard Wniform Loads (plf) Vert: 1-3=-60, 3-7=-60, 7-10=-60, 1-9=-20 Concentrated Loads (lb) I Vert; 20=2690(B) I I i f .. SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 664,01 NW 74 TH AVE, MIAMI FL. 33166 Job Truss Truss Type Qty Ply Construction -'Brinson Residence 6646-1 A16 HIP TR 1 JA-RO 0016 1 b4tRAcnenp-c ;optlop A I) RBCGndo, 'S.al.nfofd, tFI6flda32,7ff3,86b 611i lk- 7.',120 IFdb'il'02009IMiTdkllndu'steiLii, Inc. WedAovt1814:16'242009 =Page'1 5-5-14 9-0-0 14-7-9 5-,5-14 21-5-0 28-2-7 33-.110-.0 17-4-2 42-10-0 10 q 112 5-17-9 6 -9-7 7 3-6-2 2 Scale = 1:74:8 00 FI -2 3x4 3x4 3x6 -- 3A i5x6 — T2 4 i5 6 T., 1 7 8 2x4 rS T- 9 hRJ 3x10= 18 . 17 16 Is 14 1s 12 3x10 5x12 MT20H WB= 3x4 = 5x12WT20HWB= 3x4 = 3x8 3x8 5A 2 MT20H WI3 9-0-0 17-6-7 s25-3-91 `33-10-0 2-10-0l9-0-0-- 8-6-7 7-9-1 :8-6-7 9-0-0 Plate Offsets (X,Y): 0-5-2,0-1-81 LOADING (pA SPACING 2-0-0 CSI DEFIL in '(Ioc) Weft 'Ud PLATES 'GRIP TCLL 20,0 Plates Increase 1.25 TC Vert(LL) -,0.60 14-16 843 360 MT2 1 0 244/190 TCOL 10.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -1..55 14-16 327 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr 'YES WB 0.38 Horz(TL) 0.32 10 n/a n/a BCDL 10,0 Code FRC2007fTP12002 matrix) Wind(LL) 0.68 14-16 743 240 Weight: 196 lb LUMBER TOP CHORD 2 X 4 SYP N0.2 3) Provide adequate drainage to preventwaterBOTCHORD2X4SYPSS WEBS 2 X 4 SYP Nc.3 TOP CHORD 7 ^t3 = -3900/1561 ponding. BRACING 6-9 = -4090/1599 4) All plates are MT20 plates unless otherwise TOPCHORDindicated. 9-10 = 430011647 Structural wood sheathing directly applied or 2-2-0 oc 10-11 = 0/37 5) This truss has been designed fora 10.0 prf purlins. BOT CHORD bottom chord live load nonconcurrent; with any BOTCHORD1-18 1547/4065 other live loads. 6) * This truss has been designed for a live load of' Rigid ceiling directly applied or 4-5-12 oc bracing. 17-18 = -2022/5263 WEBS 16-17 = -2022/5263 20.Opsfon the bottom chord in all areas where a 1 Row at midpt 15-16 = -2272/5875 rectangle 3-&0 tall by 2-0-0 wide will fit between 4-18.7-12 14-15 = -2272/5875 the bottom chord and any other members. MiTek recommends that Stabilizers and 13-14 = -1993/5244 7) Provide mechanical connection (by others) of required cross bracing be installed during truss 12-13 = -19915244 truss to bearing plate capable of withstanding 500 lb uplift at joint 1 and 626 lb uplift at joint 10. erection, in accordance with Stabilizer 10-12 = -142813991 I Installation guide. WEBS 2-18 = -202/179 LOAD CASE(S) REACTIONS (lb/size) 345 +_-348/1013 Standard 1 = 1683/0-2-0 (input: 0-m8-0) 41,8 -=-,1860166 10 = 983116-2-3 '(input: 0-8-6) 4-16 = -1151550 Max Horz 6-16 = 393/21(3 1 = .81(LC 7) 6-14 = -400/233 Max Uplift 7-14 = -1391559 1 ==500(LC 4) 7-12 `1;6131713 10 =-626(LC 5) 8-12 -313/991 9-12 = -1581139 FORCES (lb) Maximum Compression/Maximum Tension NOTES TOP CHORD 1) Unbalanced roof .five loads have been 1-2 -4360/1761 considered for this design. 2-3 = A128/1661 2) Wind: ASCE 7-05. 120mj6h (3second gust), 3-4 = -3935/1617 TCDL=4:Opsf; BCDL=3.Opsf, h=1 7ft, Cat. 11; Exp 4-5 = :5609f2294 6; enclosed; MWFRS (low-rise) and C -C 5--6 -560912294Interior.( 1) ' zone;C-C,for membersrand forces 6-7 = 5601/22811 MINERS for,reaptions showQ, ,Lumber'bOL=11.60 Plate grip'DOL=1:60 0SALVADORJURADO,P.E.'STATE,OFFLORIDAIREG . 19939 1 NW,74TH AVE.iMIAMPFL. 33166 Job TrussJobTruss TrussType city JA -'Brinson ResidenceROConstruction -'B 00176646-11 A17G !HIPGIRDER TR A 72 J111b 9 flonal) R encetReference i KG dfOffifido, 'Sanfofa, lFIoAda V7273 '06b—Ciafk 7.;l 20ilFdb;102009IMi' Tekfindudtries lind.IGlIealNov ]8+14:'16 282009 IPage S1 4 7-3-14 14-46 21-5-10 28-6-15 35-1" 42-10-0 44-1111 T3-1 7 7-3-1 T" 2-" tScala = 1:74:8 2x4 •j I U6 --- 2A 11 3x6xs — 3j8 SA A!oo,12 19 20 T1 21 2 322 23 4 24 25 26 5 27 628 29 7T_JO 31 32 833 2 IE 1516343536 '17 37 38 16 39 4 4 Q 14 44 45 4613 ',47 12-.48 4911 3X5 43z3A114x12 = I . 0 I1 5xi2MT20H W8= 5x8= 2x4 2x4 fl i 4x'6 2x4 11 J I-, 1 7-3-1 14-4-6 21-5-10 28-6-16 35-10-0 421% 3-17 7-1-5 7T 17 - Plate Offsets (X,Y): 114:0-3-12 0-30 LOADING (psf) SPACING 2-0-0 tCsl DEFL yin (loc) Udefi L/d PLATES 'GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0:511 14-15>994 360 MT20 244/190 TCDL ii b.o Lumbe'Inci.ease 11 5 C '0.48 Vert(TL) -1:42 14-18 >'j5§ 24011 MT20H 1871143 BCLL 0.0 Rep Stress Incr NO B '0.99 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code F R C 2007/T P 12002 Matrix) Wind(LL) 0.66 14-15 >768 240 Weight: 405 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 ' X 4 SYP SS TOP CHORD BOTCHORD WEBS 2 X ii SYP No.3 5-27 = -8428/3550 12-48 = -297017022 BRACING 5-28 = -8435/3555 48-49 = -2970f7022 TOP CHORD 6,28 = -8435/3555 11-49 = -2970f7022 Structural wood sheathing directly applied or 4-3-11 6-29 = -8435/3555 9-11 = -1718/4121 oc purlins, except end verticals, 29-30 = -843513555 WEBS BOT CHORD ' 7-30 = --8435/3555 1-17 = -2235/6152 Rigid ceiling directly applied or 8-1 -5 oc; bracing. 7-31 = -4188/1870 2-17 = -855/454 31-32 = -418811870 4-17 = -2559/1184 REACTIONS •(Ib/slze) 32-33 = -4188/1870 4-15 = 0/480 18 = 2486/Mechanical 8-33 =-4188/1870 4-14 = -216/69 9 = 1854/0-1-8 (input: 0-M) 8-9 = -4437/1920 5-14 = -3091210 Max Horz 9-10 = 0/37 7-14 = -503/1489 18 =-129(LC 4) BOT CHORD 7-13 = -15/314 Max Uplift 18-34 = -20/306 7-11 -2967/1293 18 = -875(LC 4) 34-35 = 2201306 8-1 -418/1152 9 -851,(LO -41) 3.5-316 ;20r306 17-36 220/3*6 NOTES FORCES (lb) 17-37 = -3246/8570 1) 2 -ply truss to be connected together with 1 Od Maximum ComprocriorL/Maximum Tension 37-38 = -324618570 (0.148"x3") nails as follows: TOP CHORD 16-38 = -324618570 Top chords connected as follows: 2X 4 - 1,row at 1-18 = -2322/897 16-39 = -3246/8570 0.9 -Doc. 1-19 = -6143/2221 15-39 = -,3246/8570 Bottom chords connected as follows: 2 X 4 - 1 row 19-20 = -6143/2221 15-40 = -3246/8570 at 0-,9-.0 oc. 20-21 = -G1432221 40-41 = -3248/8570 Webs connected as follows- 2 X 4 - I row at 0-9-0 2-21 = -61432221 41-42 = -3246/8570 oc. 2-22 = -6143/2221 14-42 = -3246/8570 2) All loads are considered equally applied to all 3-22 = -61432221 14-43 = -2970f7022 plies, except it noted as front (F) or back (B) face in 3-23 = -6143/2221 4344 = -'2970/7022 jhe LOAD CASE(S) section. Plyzfo,PIy connectionsl23-24 = -151431M1 44-45 = -.2970/7022 have been provided to distribute only'loads noted 1 4-24 = -6143/2221 '45-48 297017022 ;as (F) or (B), unless otherwise indicated. 4-25 = -8428/3550 1346 -2970f7O22 3) Wind: ASCE 7-05, 120mph,(3-second gust); 1 25-26 -842813550 1 47 -,970f7O22 TCDL=4.Opsf; BCDL=3.0ps'f;sh=17,ft;tGat.'II; Ex 26- 7 -t 4286550 t 2 1 1P1 , _47 .49tn,022 0;tencl.osed;,MWFRS (low -, jUiumber i C edoninu on,page 2 DOL-!W plate grip-'DbL -466 SALVADOR JURADOP,I.E. tSTATE OF F.LORIDA REG.NO J9939 -1,8491 iNw 74 TH,;AYE, (MIAMIFJ_. 33166 Job Truss Truss Type Ch Ply JA-RO Construction -`Brinson —Residence — 6646-1 IA17G HIP GIRDER TR ., 0017] NOTES 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated, fl This truss has been designed fora .10;0 ipsf bottom chord'liveioaj n6nconcurrent v;i'ui any utlier dive loads, 7)' ThisAruss hasibeen designed for allivaiload of 20.Opsf on fhe'bott m chord in all areas v;h'ere a' rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical co , n , nection,(by others);of truss to bearing Plate capable of v'Athstanding'875 lb uplift at joint 18 and 851 lb uplift at joint 9. 10) ,Hanq6i_(s) or other connection devce(s) shall be provided sufficiefit to support concentrated load(e) 1113 lb down and 76 lb up at 1-9-4,113 lb dawn' and 76 lb up at 3-9-4,, 113 Ito down and 76 lb up at 5-9-4, 113 lb down and 76 lb up at 7-9A, 113 lb down and 76 lb up at 9-94, 113 lb down and 76 lb up at 11 -9-4, 113 lb down and 76 lb up at 13-9-4, 23 lb up at 15-9-4, 23 lbat :17-9-4, 23 lb up at 19-9-4,,23 lb pp it 2'1 -6- 44' 1 1 lb up at 23-0-4 up at 25-94, 23 11b up at 2744, 231b up at '9-, 23 lb up at 31-9-4, and 23 lb up at 33-0-4, and 51 lb up at 35-10-0 on top chord, and 92 lb down at 1-9-4,, 92 lb down at 3-9-4, 92 lb down at 5-9-4, 92 lb down at 7-9-4, 92 lb down at 19-9-4, 92 lb down at 11 -9-4, 92 Ib down at 139-4, 7 lb down and 15 lb up at 15-9-4. 7 lb down and 15 lb up at 17-9-4, 7 lb down and 15 Ib up at 19-94, 7 lb down and 15 lb up at 21-94, 7 Ib down and 15 lb up at 23-94, 7 lb down and 15 lb up at 25-94, 7 lb down and 15 lb up at 27-9-4, 7 lb down and 15 lb up at 29-9-4, 7 lb down and 15 lb up at 31-9-4, and 7 lb down and 15 lb up at 33-9-4, and 34 lb down and 29 lb up at 35-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=11.25 Uniform Loads (plf) Vert: 1-8=-60, 8-10--60, 318=-20 Concentrated Loads (lb) Vert: 3=-113(F) 8=30(F) 16=-46(F) 11 =3(F) 6=23(F) 19=-113(F) 20=-113(F) 21=-113(F) 22=-113(F) 23=-113(F) 24=-113(F) 25=23(F) 26=23(F) 27=23(F) 28=23,(F) 29=23(F) 30=23(F) 31 =23(F) 32=23(F) 33=23(F) 34=-46(F) 35=-46(F) 36=-46,(F) 37=-46(F) 38=A6(F.) 39=46(F) 40=4(F) 41 =4(F) 42=4.(F,) 43=4(F.r) 44=4fl 45=4(F) 46=4(F) 47=4(F) 48=4(F) 49=4(F) SALVADOR JURADO P7E. STATE OF !FLORIDA REG. ANO 19939 -6401 NW 74 'HA.'E. MIAMI F.L. 33166 Job i Truss Truss Type qty Ply JA-RO Construction - Brinson Residence 6646-1 B01G i.HIP GIRDER TR ; 1 1 0018 I JoblRefercncp( conal, 180-Gdf'Orfarido,'Sanford,[Florida32773,I6db(ClaN i 7A20,slFdb102009miT6 lndustnes,'Inc. Wed ]Nov 1814X1'6.27'2009!Page-1i i ( -2-0-0 70-0 8-4-0 15-4-0 r 17 ¢-0 2-0-0 7=0 0 0 - 1-0-q T— 2-0:0 ti 1 6x6 . rl 44 00j 12 3 4 i- ST.2 Tim 4 a •\` 3x5 2x4 II 4.4 3x5 z L .7-0-0 8-4-0 .I 15-4-0 - 7 0 0 1-4,0 Flafe'Qfisetsi Y): [2:0 LOADING (pso r SPACING 12-0-0 i CSI bEFL {in (loc) I Udefl iL/d PLATES GRIP TCLL' 20.0 sPfates Increase 1.25 TC 0.41 Vert(LL) -0.09 2-8 999 360 MT20 344/190 TCDL 10.0 Lumber Increase 1.25 BC 0:63 Vert(TQ -0.25 2-8 X709 240 BCLL 0.0 Rep Stress Incr NO i WB 0.17 Horz(TL) 0.06 5 h1a 'n/a BCDL 10.0 Code FRC2007/TP12002 i Matrix) Wind(LL) 0.07 8 999 240 Weight: 59 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP,No.2 BOT CHORD 8) In the LOAD CASE(S) section, loads applied to i WEBS 2 X 4 SYP No:3 2-8 -592/2319 the face of the truss are noted es fronb(F) or'bac`k BRACING 7-8 = -5902343 g) TOP CHORD 5-7 = -58712319 Structural wood sheathing directly applied or 3-7-5 oc WEBS j purlins. 3-8 = -471538 LOAD CASE(S) J BOT CHORD 4-7 = -471538 Standard Rigid ceiling directly applied or 8-1-8 o c bracing. 1Regular Lumberber'Increase=1.25,'PlateLum MiTek recommends that Stabilizers and NOTES Increase Uniform Loads (plf) required cross bracing be installed during trussI 1) Unbalanced roof live loads have been Vert: 1-3=-60, 3-4=-60, 4-6=-00, 2-5=-20 erection, in accordance with Stabilizer considered for this design. Concentrated Loads (Ib) Installation uide. n g-_— 2) Wind: ASCE 7-05; 120mph (3 -second gust); Vert. 3=-191(F) 4=-191(F) 8=-305(F) 7=-305(F) TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. II; Exp REACTIONS (Ib/size) B; enclosed; MWFRS (low-rise); Lumber 2 = 1223/0-1-8 (input: 0-8-0) DOL=1:60 plate grip'DOL=1.GO 5 = 1223/0-1$ (input: 0-8-0) 3) Provide adequate drainage to prevent water Max Horz Iponding. 2 ==61.(LC -6) 4) This truss has been designed fora 10:0;psf Max Uplift bottom chord live'load nonconcurrent with any 2 =-438(LC 5) other live loads. 5 =-438(LC 6) 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a FORCES (lb) rectangle 3-6-0 tall by 2-40 wide will fit between Maximum Compression7Maximum Tension the bottom chord and any other members. TOP CHORD 6) Provide mechanical connection (by others) of 1-2 = 0/37 truss to bearing plate capable of withstanding 438 2-3 = -2528/675 Ib uplift at,joint 2 and 438;Ib uplift at joint 5. 3-4 = -3343/658 7) .Hanger(s) or other connection device(s) shall,be ? 4-5 = -2528/674: provided sufficient to support concentrated load(s) 5-6 = 0/37 191 Ib down and 131 lb up at 720-0, and 191 lb BOT CHORD down and 131 Ib up at 8-4-0 on top chord and 2-8 = -59212319 372 Ib down and 33 lb up at 7=0-0, and 372 Ib j 7-8 = 5902343 down and 33 ;Ib up at 8-3-4 on;bottom chord The 5,7 _ `587!231,9 designlselection of such connection ;dewce(s) its the responsibility of others SALVADOR JURADOIP:E. STATE OF, LORIDA REG.INO 19939 ,6401 ,NW,74 TH AVE.'MIAMI iFL. •331;66 Job Truss Truss Type City Ply JA-RO Construction - Brinson Residence I 0019, 6646-1 B02 COMMON TIR 50G df,'Grlafido, Sainfofd, F)oV da;31773, l6ob`CIdfk V.120 s {Feb 10 20091MiTek'Industrie6, Inc. 'Wed Nov',11814:16.-282009 !Page 11 4-2-14 154-0 17-" 4 .2 3-5-2 -2-14 Scale = 1:28.0 4.00`r_ V2 3 2x4 2x4 2 4 k A i6 1L><1 3x4 3x4 Zt3x8 16-4-0 7-84 Plate Offsets (X,Y): 11 0-3-14 LO21§], [5-P-3-14,0-1-.81 LOADING (psf) SPACING 2-0-0 CSI DEFL in:;(loo) Udefi iUd PLATES 'GRIP TCILL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.05 1-7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.16 1-7 >999 NO BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FRC20071TPI2002 Matrix) Wind(ILL) 0.05 1-7 >999 240 Weight: 65 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS WEBS 2 X 4 SYP No.3 4-7 -,262/116 BRACING 2-7 = -3241194 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc NOTES purlins. 11) Unbalanced roof live loads have been BOTCHORD considered for this design. Rigd ceiling directly applied or 10-0-0 cc bracing. i I 2) Wind, ASCE 7-05; i 20mph (3 -second gust); MiTek recommends that Stabilizers and I CDL=4.Opsf; BCDL=3.Opsf; h= 1 7ft; Cat. 11, Exp required cross bracing be installed during truss B; enclosed; MWFRS (low-rise) and C -C erection, in accordance with Stabilizer Interior(l) zone;C-C for members and forces & Installationguide. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS (lb/size) 3) This truss has been designed for a 10.0 psf 576/0-1-8 (input:0 ' B-.0) bottom chord live load nonconcurrent with any 5 738/0.1-8 (input: 0-8-0) other live loads. Max Horz 4) * This truss 'has been designed for a live load.of 1 =-;75(LC 7) 20.Opsf on the bottom chord in all areas where.a Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will firt between 155(LC 4) the bottom chord and any other members. 5 290(LC 5) 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 FORCES (lb) lb uplift at joint 1 and 290 lb uplift at joint 5. M axamumCompression/Maximum Tension TP CHORDO 1-2 = -1239/446 L OAD CASE(S) 2-3 = -945/307 Standard 3-4 = =943304 4-5 = -1196/365 5-6 = 0137 BOTCHORD 1-7 = -323/1140 5- 17 = - 233/1080 WEBS 7' SALVADOR JURADO P.E. STATE 6F;FLORIDA'REG. NO 19939 6401 NW 74 TH AVE.AIAMIFL. 33166 SALVADOR JURADOP.E. STATE OFELORIDAREG.;NO 6401 NW 74 TH AVE. MIAMI FL. 33166 P16-- Truss Truss Type City Ply JConstruction - Brinson Residence i6646-1 B03G j GIRDER `TR t 1 0020, I30trencedq onil BCGdf'Oftanao,Sahford,'Flofida32773,1136bGlar* 2i.Job 7.120'IF6b102009[MiTdkllnauithes,ilrd. We) d Nov1814:16:292009 1Page1 I 154,0 4-6-1 Scale —1:28.0 Ax6 I I 4-00'F)—,2 3 2 4 JT 2 C5b1191213 7 4x10 = 3x8 fl 8x8 = 3x8 11 4x10 15-4-0 6-773 P Iate_Offsets'(&Y): i[1:0-2-4'0-0 4j, [5'0-2-4.'G_0-41, [8_,0 -4 -Q0 -5-,8L LOADING (psf) SPACING 2 M CSI DEFL in --,(Ioc) Ydefl Ud PLATES 1GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.13 8-9 999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) =0.33 8-9 538 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.05 5 rda n/a BCDL 10.0 Code FRC2007[rPI2002 Matrix) Wind(LL) 0.13 8-9 999 240 Weight: 179 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 8 SYP 240OF 2.OE BOT CHORD 6)' This truss has been designed for a live load of WEBS 2 X 4 SYP !No.3 5-7 = -264218362 20.01psf on the bottom chord in all areas where a BRACING WEBS rectangle 3-6-0 tall by 2-M wide will fit between TOP CHORD 3-8 = -1788P5545 the bottom chord and any other members. Structural wood sheathing directly applied or 3-2-4 oc 4-8 = -177/602 7) Provide mechanical connection (by others) of purlins. 4-7 = -485/210 truss to bearing plate capable of withstanding 2375 BOT CHORD 2-8 = -353611125 lb uplift at joint 1 and 1189 lb uplift at joint 5. Rigid ceiling directly applied or 10-0-0 oc bracing. 2-9 = -690/2344 8) Hanger(s) or other connection device(s) shall be' provided sufficient to support concentrated load(s) REACTIONS (Ib/size) NOTES 1728 lb down and 594 b up at 0-4-0, 1728 lb 1 = 7250/0-3-0 (input: 0-8-0) 1) 2 -ply truss to be connected together with 1 Od down and 601 lb up at 2-34, 1784 lb down and 5 = 3433/0-1-8 (input: 0-8-0) 0.148"x3") nails as follows: 537 lb up at 4-2-7, and 1663 lb down and 506 lb Max HoaTop chords connected as follows: 2 X 4 - 1 row at up at 6-3-4 and 2466 lb down and 881 lb up at 1 -82(LC 6) 0-9-0 oc. 8-2-7 on boitom chord. The design/selection of MaxUplift Bottom chords connected as follows: 2 X 0 - 2 such connection device(s) is the responsibility of I =-2375(LC 3) rows at 0-7-6 oc. others. 5 =-1189(LC 4) Webs connected as follows: 2 X'4 - 1 row at O -M FORCES (11b) oc, 3) All loads are considered equally applied to all LOAD CASE(S) Maximum Compression/Maximum Tension plies, except if noted as front (F) or back (B) fa,,,, Standard V) Regular-, Lumber Increase=1.25, PlateTOPCHORD • the LIOACASE(S)section . Ply1o.iplyconnections 13 = 12617/4042 have ibeen 'Orovl'6d,to 6i sth6ut onl lioads n6tedr ), , , r jincrease=1.25 Loads (pff) 2-3 Z9270/3006 oth" as 0) or B unless se ndic ted. i Uniform 3-4 -9275/3011 3) Unbalanced roof live loads have been Vert: 1-3=-60, 3-6=-60,1-5=-20 4j5 -885812828 considered for:this des'ign Concentrated Loads (b) 5-6 4)VVind: ASCE 7-06;1'20mph (3secondgust); Vert 1 =-I 728 10=-1728 11 =-I 784(B) BOT CHORD TQD1_=4.0psf; BCDL=3.Opsf; h=17ft; Cat. II,Exp 12=-1663 13=-2466(B) 4-10 = -3814111994 encIcsed;,MWF,RS,(Ic -rise); Lumber 10-11 = -3814/11994 B. DOIL=1.60,01ate ghp DOL=l 60 9-11 = -3814/11994 5) This truss has been designed -for a 10.0 psf 9-12 = -3814/11994 bottom chord live load nonconcurr6nt with any 8-1.2 = -3814/11994 other live loads. 8-13 = -2642/8362 7_13 = -2642%8362 SALVADOR JURADOP.E. STATE OFELORIDAREG.;NO 6401 NW 74 TH AVE. MIAMI FL. 33166 doo Truss Truss Type City Ply JA-RO Construction - Brinson Residence 0021 6646-1 COIG HIP.GIRDIER T.R Job!Referenc.e,'(o j BC -G 0,JGflando,,SanfGA, IFIohda32773, lBdb,C-lafk 7.420 s'Fdb10 2G09MiTekIInausmes (Inc. SWedNov'1814:16:292009 IPage'l 2-0 3-CL0 8-0-0 5-040 :2-" 3." t SC 1:22.7ale1'I 7 10 F1 54 lja 3-0-0 1 5-0-0 8-0-0 3-0-0 2-M 3-0,0 LOADING (psf) SPACING 2-0-0 ICS1 IDEFL in (10c) Ildefl ;Ud C PLATES tGRIP TCLL 20.0 Plates Increase .1.25 TC 030 Vert(LL) =0.01 B 999 *360 MT20 ;344/190 TCDL Lumberincrease 125 BC 9.31 Vert(TL) -0.02 8 1999 24010.0 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TIL) 0.01 5 n1a n/a BCDL 10.0 Code FRC2007/TPI2002 Matrix) Wind(LL) 0.02 7 999 240 Weight: 33 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BOT CHORD 8) In the LOAD CASE(S) section, Ioed3 applied to WEBS 2 X 4 SYP No.3 7-8 -3591391the face of the truss are noted as front (F) or back BRACING 5-7 = -3481371 TOP CHORD WEBS Structural wood sheathing directly applied or 6-0-0 oc 3-8 = -76/139 purlins. 4-7 -78/139 LOAD CASE(S) BOT CHORD Standard Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1),Regular: 'Lumber Increase= 1.25,,P,Iate MiTek recommends that Stabilizers and 1) Unbalanced roof live loads have been Increase=1.25 Uniform Loads (plf) required cross bracing be installed during truss considered for this design. Vert- 1-3=-60, 3-4=-60, 4-6=-60, 2-5=-20 erection, in accordance with Stabilizer 2) Wind: ASCE 7-05; 120mph (3 -second gust), Concentrated Loads (1b) Installation quide. TCDL=4.Opsf; BCDL=3.Opsf; h=17ft, Cat. 11. Exp Vert. 3=77(F) 4=77(F) 8=-27(F) iB;enclosed; MWFRS (low-rise)-. cantilever left and REACTIONS (lb/size) right exposed ; porch left and right exposed; 2 = 386/0-1-8 (input: 0-4-0) Lumber DOL=1.60 plate grip DOL=1.60 5 = 3860-1-8 (input: 0-4-0)Provideadequate drainage to prevent water Max Horz ponding. 2 - 43(LC 5) 4) This truss:has been designed for a 10.0 psf Wax Uplift bottom choraliveload no,nconcurrent with any 371 (Lt 5) other live loads. 5 =-363(LC 6) 5) * This truss has been designed for a live load of Max Grav 20.Opsf on the,bottorn chord inzihareas where;a 2 = 893(LC 9) ireci6ndle'i!6-b'4all by 3-0-0 wide will,fit,bet'ween 386' LC 1 j the'bc ftom cho'r'd and anyother members. 6) Provide mechanical connection (by others) of FORCES (11b) truss to'bearing iplate capable of withstanding 371 Maximum Compression/Maximum Tension lb uplift atjoinf 2and 363 lb uplift at joint 5. TOP CHORD 7) Hanger(s) or other connection device(s) shall be 1-2 = :0/37 provided sufficient to support concentrated loads) 2-3 -406/400 1 ib down and,77—lb up at 3-0-0, and 1 lb down and 3-4 = -391/395 77 10 up at 5-0-.0 on't op chord, and 53 lb down and 4-5 = -406m00 32 lb up al 3-0-0, and 531b down and 32 lb up at 5-6 = 0137 4-11-4 on bottom chord. The design/selection of BOT CHORD such connection clevice(s) is the res ponsibilitypf others. SALVADOR JURADO P.E.GTATE OFiFLbRIDAREG. NO 19939 - 6401 NW 74 TH AVE.,MIAMI FL. 33166 SALVADOR JURADO P.E. STATE OF;FLORIDAREG. NO 19939 -t401 NW 74 TH AVE. MIAMI FL. 331,66 Job Truss Truss Type Qty Ply JA-RO Construction - Brinson Residence 6646-11 C-02 COMMON TR 1 i t t0022j L1R0=O'ln' 1RCOZ#ii"nfoedi96(da32773, 66b(Glafk 7A20slFdb'10 'M7kndus,tIn6;d 1.,-8 14:16:30'3009 1paP6 i Z-00____" 2-'0-'0 4-40-* :2-" Scale 1:22.3 4A 4.0012 2 —T 1 2x4 = 2)(4 11 2A 4-0-0 8-0-0 4-0-0 4-0-0 LOADING (psf) SPACING CSI DEFL in (loc) Vdefl :L/d PLATES JGRIP TCLL 20.0 Plates -increase 1.25 Tc 638 Vert(LL) =0.011 4-6 >999 360 MT20 144i1'90 TCOL 10.0 1 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.02 4-6 >999 240 BCLL 0.0 Rep Stress In6r YES 0.06 Horz(TL) LO.00 4 n1a fila BCDL 10.0 Code FRC20071TPI2002 Matrix) Wind(LL) 0.03 4-6 >999 240 Weight: 33 lb LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1) Unbalanced roof live loads have been BRACING considered for this design. TOP CHORD 2) Wind: ASCE 7-05; 12-0mph (3 -second gust); Structural wood sheathing directly applied or 6-0-0 oc TCDL=4.Opsf: BCDL=3.Opsf; h=17ft; Cat. 11, Exp purlins. B ' enclosed; MWFRS (low -rice) and C -C BOT CHORD Interior(l) zone; cantilever left and right exposed porch left and right exposed; C -'Cf6rrnembers andRigidceilingdirectlyappliedor0-9-9 ocbracing. orces. & MWFRS for reactions shown, Lumber MiTek recommends that Stabilizers and DOL=1.60 plate grip DOL=1.60 required cross bracing be installed during truss 3) This truss has been designed for a 10.0 psf erection, in accordance with Stabilizer bottom chord live load nonconcurrent with any Installation guide. other live loads. 4) * This truss has been designed for a live load of REACTIONS (lb/size) 20.Opsf on the bottom chord in all areas where a 2 = 437/0-1-8 (input: 9-4-0) rectangle 3-6-0 tall by 2-0-0wide will fit between 4 (input: 0-4-0) the bottom chord and any other members. Max Horz 5) Provide mechanical connection (by others) of2T) truss to 11bearing plate capable of withstanding 323Max'00fift lb uplift at joirf2 and 323'lb uplift it joint 4. 323(LC 4) 4 =-323(LC 5) LOADCASE(S) F-ORCES :StandardOlb) Maximum Compression/Maximum'Tension TOP CHORD 1-2 0/37 2-3 -418/532 3-4 = -418/532 4-5 = 0/37 BOT CHORD 226 -3861346 4-6 = -386/346 WEBS 3`6 = x;314/185 SALVADOR JURADO P.E. STATE OF;FLORIDAREG. NO 19939 -t401 NW 74 TH AVE. MIAMI FL. 331,66 Job Truss Truss Type Qb' Ply JA-RO Construction -Brinson Residence 66461 003 'COMMON TR 2 { 1 i 0023'; I' _ i Job Referenee o 'iynal Orlando,tSa6ford,IFlorida32773, Bob'Olark }9.120 IF,eb 1A'%009lMiTekpndustnes tine. lWedlNov 181416'302009 (Page'1 4-0-0 8-0-0 4-0-0 Scale = 1:14; iI 4x4 = 1 4;00-2 Z T1 1 T1 w1. ` \ EEL i\ 4 2x4 Il i 2x4 = 2x4 = LOADING (psf) SPACING 2 0 0 CSI DEFL ;in i(loc) Vdefl Ud PLATES ;GRIP TCLL 30:0 Plates'lncrease 1 25 TC 0.31 Vert(LL) -0.01 .3-4 999 "360 MT20 344/190 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) 0.03 3-4 999 240 BOLL 0:0 Rep Stress'Incr YES WB .0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FRC2007/TP12602 Matrix) Wind(LL) 0.03 3-4 999 240 Weight: 26 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 4) Unbalanced roof live loads have been i 'BRACING considered for this design. TOP CHORD 2) Wind: ASCE 7-05; 120mph (3 -second gust); Structural wood sheathing directly applied or 6-0-0 oc TCDL=4.Opsf, BCDL=3.Opsf; h=17ft; Cat. ll; Exp purlins. B, enclosed; MWFRS (low -rice) and C -C BOT CHORD Interior(1) zone; cantilever left and right exposed ; Rigid ceiling directly applied or 7-10-1,6c bracing. porch left and right exposed;C-C tfor members and forces &'MWFRS for reactions shown; Lumber MiTek recommends that Stabilizers and DOL=1.60 plate grip DOL=1:60 i required cross bracing be installed during truss 3) This truss has been designed for a 10.0 psf erection, in accordance with Stabilizer I bottom chord live load nonconcurrent with any Installation guide. other live loads. 4) ' This truss has been designed for a live load of REACTIONS (Ib/size) 20.Opsf on the bottom chord in all areas where a 1 = 307/0-1-8 (input: 0-4-0) 13 = 307/0.1-8 (input: 0-4-0) rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. Max Horz 5) Provide mechanical connector (by others) of 1 1 _ 49(LC i6) trussto bearing plate capable 6f withstanding 197Max'Uplift Jb uplift at joint 1 and 197 Ib uplift at joint 3. l 1 =-197(LC 4) 3 _-197(LC 5) i LOAD CASE(S) IF.ORCES (1b) Standard i iMaximum'Compression/Maximum Tension 1 TOP CHORD 1-2 =505/685 i 2-3 = -505/685 BOTCHORD 1-4 = -610/447 3-4 = ;610/447 WEBS 2-4 = -310/185 SALVADOR JURADO`P.E. STATE OF FLORIDA REG. NO 19939 -,6401 NW 74 TH AVE. MIAMI FL. 33166 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Job Truss Truss Type Qty Residence CJ03 CORNERJACK 1= 13rinson 2 00246646-1 I: 6GG 00flando,Sanford, Florida 32773,!BdbClafk 7120sIFe1020WMTekllndustries,'lint- 1Wed.Nov 18 1451fi 31'2009 ,Page 1 2-9-15 4-2-3 Gcale = 1:13• i v 2!83' 1T i i 2 TA qq B1B1 ; I 3x4 - LOADING f(psf) SPACING 2-0-0 C$I DEFL in ((loo) Well lud PLATES rGRIP , TCLL 20.0 11 Plates Increase 1.25 TC 6.61 Vert(LL) =0.01 '2-4 1>099 360 1MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.03 24 >999 240 BOLL 0.0 " Rep Stress Incr NO WB '0.00 Horz(TL) -0.00 3 n1a n/a BCDL 10.0 Code FRC2007/TP12002 Matrix) Wind(LL) 0.02 2-4 >999 240 Weight: 1'7 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BOT CHORD BRACING 2-4 = 0/0 Standard TOP CHORD Vert: 1-3=-60, 2-4=-20 Structural wood sheathing directly applied or 4-2-3 oc NOTES Concentrated Loads (Ib) purlins. 1) Wind: ASCE 7-05; 120mph (3 -second gust); Vert: 5=107(F=53, 6=53) BOT CHORD TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. Il; Exp I Rigid ceiling directly applied or 10-0-0 oc bracing. B; enclosed; •MWFRS (low-rise); :cantilever left i IMiTekrecornmends that Stabilizers and exposed ;.,porch left exposed; Luniber•DOL=1:60 required cross bracing be installed during truss plate grip DOL=1.60 erection, in accordance with Stabilizer 2) This truss has been designed for a 10.0 psf Installation guide, bottom chord live load nonconcurrent with any j other live loads. REACTIONS (lb/size) 3) ' This truss has been designed for a live load of 3 = 11fMechanical 20.Opsf on the bottom chord in all areas where a 4 = 39/Mechanical rectangle 3-6-0 tall by 2-0-0 wide will fit between 12 340/0.1-8 (input: 0-6-7) the bottom chord and any other membera. Max Horz 4) Refer to girder(s) for truss to truss connections. 2 = 77(LC. 3) 5) Provide mechanical connection ;(by others) of imax `Up'lift truss"tobearing plate capable of withstanding 38 Ib 3 = -38(LC 4) uplift at joint 3, 46 Ib uplift at joint 4 and 359 Ib uplift 4 = -45(LC 3) atjoint2. 2 _-359(LC ,3) 6)'Hanger;(s) or other;connection,device,(s) shall be 7 IMax Gnav (provided sufficient to'support concentrated ,load(s) i 3 = 11,(LC 1) 153i16"up at 1-4-15,•and'53Ib up at J-4.15on top 4 ;78(LC 2) chord. The design/selection of such connection i2 340(LC 612) deyice(S)'is,the responsibility of others_ 7) In'the LOAD CASE(S) section,loads applied to FORCES (lb) the face of the truss are noted as front (F) or back Maximum Compression/Maximum Tension (B). j TOP CHORD - 1-2 = 0/37 2-5 = -29/9 LOAD CASE(S) J 3=5 = -39/0 Standard BOT'CHORD 1) Regular: Lumber 'dncrease=1.25, Plate 2-4 - ;O/0 Increase=125 Uniform Loads (plo SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 KW 74 TH AVE. MIAMI FL.33166 Job Truss Truss Type Qty Ply JA-RO Construcition - Brinson Residence 16646-1 CJ07 CORNER JACK 14 I 9 0025 Job Reference;; o tlonil lBiCG:of Oflando,Sanford, lFlonda,32773, Bob"Clafk t7.4 20 slFdb 10 2009IMF&I'l.nauitfies,166. ea Nov (,,18 14-116.31, ',2W9IWed 1 2-9-15 5-69 91 .10-1-- 2-9-15 II 4-38 - Scale = 1:221.4 2.83 (,-12 3.4 T1 Nr2 81 J 10 7 3x5 2X4 11 5 3x4 5-6-9 00-1 5-69 A-3-8 LOADING SPACING CSI I DEFL in floc)1/deft L/d PLATES bRIP TCLL 20.0 Plates'Increase 1.'25 TC 0:63 Vert(LL) -A03 6-7 >999 360 MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC .0.52 Vert(TL) -0.09 6-7 >999 240 BC-LL 10.0 Rep Stress"Incr NO W B 026 iHorz,(TL,) 0201 5 NaIn/a BCDL 10.0 Code FRC2007/TP12002 Matrix) Wind(LL) -0.03 2-7 >999 240 Weight: 421b LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 TOP CHORD 6) Hanger(s) or other connection device(s) shall be WEBS 2 X 4 SYP No.3 4-9 = -20/26 provided sufficient to support concentrated load(s)_' BRACING BOT CHORD 42 lb down and 43 lb up at 4-2-1511-12 lb dawn and 43 lb up at 4-2-15, and 44 lb down and 32 lb up atTOPCHORD3-10 = -1671723 7-0-14. and 44 lb down and 32 lb up at 7-0-14 onStructuralwoodsheathingdirectlyappliedor6-M oc 7-10 = -167/723 top chord, and 13 lb down at 4-2-15, 13 lb down at purlins- POTCHORD 7-11 = -167f723 6-11 - -167/723 4-2-15, and 53 lb down at 7-0-14, and 53 ' lb down Rigid ceiling directly applied or 10-'" oc :bracing. 5-6 - ci/b at 7 chord. The0- 14 on bottom design/seteaion is W . EBS of such connection device(s) th a responsibility of MiTek recommends that Stabilizers and others. required cross bracing be installed during truss 3-7 = 0/332 7) In the LOAD CASE(S) section, loads applied to erection, in accordance with Stabilizer 3-6 - -762/176 the face of the truss are noted as front (F) or back Installation quide. B)' NOTES REACTIONS(lb/size) 1) Wind: ASCE 7-05.120mph (3-second gust), 4 = 138/Mechanical TCDL=4.Opsf; BCDL=3,Opsf; h=17ft, Cat. 11, Fxp LOAD CASE(S) 2 = 598/0-1-8 (input: 0-11-5) B; enclosed; MWFRG (low-rine); Lumber Standard 5 = 279/Mechanical DOL=1.60 plate grip DOL=1.60 1) Regular: Lumber Increase=1.25, Plate Max Horz 2) This truss has been designed fora 10.0 Psf Increase=1.25 2 128 LC '3) bottom chord live load noncon curr'6nt with any Qniform Max Uplift other live loads. Loads (plf) Vert 1-4=-60, 2-5=-20 4 -71lLC 3) 3) This truss has been designed for a live load of Concentrated Loads (Ib) 12 287 LC 3) Q. 20.Opsf on the bottom chord In all areas where a 21Vert- 8=86(iF=43 tB=4'3) 9=88(,F=-44 1134) A) rectangle 3-6-6 tall by 220-0 wide wllfiltb4tween iill 6 13(!F= "'46, IB-) 1-1'=-53(-=-,-'26, B=-26) J,Max.Grav the 'bohorn chord and anybther members, 4 = il 38(LC 1) 4.) Refer to girder(s) for trussto truss connections. 598(1-C 1) 5) Provide mechanical connection (by others) of 5 320(Lt 2) truss to bearing plate capable of withstanding 71 lb uplift at joint 4, 287 lb uplift at joint 2 and 41 lb uplift FORCES (lb) t joint 5. a Maximurri Compressiori/Maximurn Tension TOPCHORD 1-2 = 0137 2-8 -778/121 3-8 -,742/131 3-9 -'47.%0 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 KW 74 TH AVE. MIAMI FL.33166 646-1 JCJ07A IICOR;NERJACK I J 1 11 IBCG of;Orlando,"Sanford, IFlofida"327.73,186b Glark 7 13.0;s?Feb 10 2009 Mi7ek!Iridustnes, ilnc IWealNov il8 14:1;6 32`20'09 jPage'} " 3-7-2 1 4-0-1 34'2 -- - - - -- c_44 1 Scale -1:14:E Y3 Iy' 11fff V ' 1J0 l• N i 12x4 'I I LOADING (psf) SPACING 2-0 0 CSI l IDEFL in loc) I/def] Ud TOLL 20.0 Plates "Increase 1.25 TC {0.50 Vert(LL) 0 01 425 999 360 TCDL 10.0 Lumber Increase 1.25 13C 0.16 Vert(TL) 0.02 4-5 999 240 BCLL 0.0 Rep Stress'Incr NO WB 0.00 Horz(TU) 0.04 3 n/a h/a BCDL 10.0 Code FRC2007/TPI2002 l Matrix) Wind(LL) 0.01 4-5 999 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.2 LBR SCAB 1-3 2 X 4 SYP No.2 one side BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, ,except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 5 = 536/0-1-8 (input: 040-10) 3 17fMechanical 4 IF 20/Mechanical Max Horz 5 - 127(LC 5) tMax;U,p'lift 5 •'336,(LC 3) 3 _ -97(LC 4) 4 = 25(LC 6) Max Gray 5 1536(LC 1) 3 = 17(LC 1,) 4 = `67(1_C 2) i i FORCES (lb) Maximum Compression/Maximum tension TOPCHORD 2-5 _ -475/326 1=2 0/51 TOPCHORD 2-6 = -43/3 3-6 = -34/0 BOT CHORD 5-7 = -0/0 4-7 = -0/0 NOTES 1) Attached 7-10-8 scab 1 to 3, back face(s) 2 X 4 SYP No.2 with 1 row(s) of 10d (0.148"x3") nails spaced 9' o.c.except : starting at 2-10-2 from end at joint 1, nail 1 row(s) at T' o.c.'for 3-1-7. 2) Wind: ASCE 7-05; 120mph (3 -second gust); TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. II; Exp B; enclosed; MWFRS (low-rise), end vertical left exposed; Lumber DOL=1.60 plate grip DOL -1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for alive load of 20.0psf on the bottom chord in all areae where a rectangle 3-6-0 tall by 2-0-0 wide vAll fitbetween the`,bottom chord and•any.other members. 5) Refer to girder(s).for•truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ib uplift at joint 5,47 lb uplift at'joint 3 and 5 Ib uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 Ib down and 19 Ib up at 0-0-7, and 44 Ib down and 32 Ib up at 1-2-14, and 70 lb up at 1-2-14 on top chord, and 53 Ib down at 1-2-14, and 35 Ib up at 1-2-14 on bottom chord. The design/selection I f such connection dev'ice(s) is the responsibility of others. PLATES tGRIP MT20 2441190 Weight: 31 1b 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front ,(F) or back B) LOAD CASE(S) Standard 1) Regular: Lumber', Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 2=-65 6=26(F=-44, B=70) 7=-5(F=-26, 8=22) SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 64-01 NW 74 TH AVE. MIAMI FL. 33166 1i Job_ -'Truss 6646-1 ;EJ03 TR 2 I I 0027 3=0,0 Scale -?1:9 1 3 4.00,F172 2 2)(4 T1 4 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 LOADING,(psf) SPACING 2-0=0 Csl 9EF, in (Ioc) I/defl 1Wd PLATES (GRIP TC LL 2b0lates,increaseP .25 T C '0.32 Vert(LL) -0.00 2-4 999 360 Mt20 344/1 90 T,CDL 80.0 Lumber Increase 1.25 6C 010 Vert(TL) -0.011 2-4 999 240 i BOLL 10.0 Re'pS'tresS Incr YES VJ E3 ,"0.60 i Horz(TL) -b.'00 3 ria irija BCDL 10.0 Code FRC20071TPI2002 Matrix) Wind(LL) 0.01 2-4 969 240 Weight: 12 lb LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05,120mph (3second gust); BRACING TOP CHORD TCDL=4.Opsf, BCDL=3.Opsf; h=17ft; Cat. 11; Exp Structural wood sheathing direcitly applied or 30-0 oc 13; enclosed; MWFRS (low-rise) and C-CExterior(2) purlins. zone; cantilever left exposed ; porch left BOT CHORD exposod;C-C for members and forces & MWFRS Rigid ceiling directly applied or 10-0-0 oc bracing for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 MiTek recommends that Stabilizers and 2) This truss has been designed for a 10.0 psf required cross bracing be installed during truss bottom chord live load nonconcurrent with any erection, in accordance with Stabilizer other live loads. Installation guide. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS (lb/size) rectangle 3-60 tall by 2-M wide will fit between 3 32/Mechanical the bottom chord and any other members. 4 = 28/Mechanical 4) Refer to girder(s) for truss to truss connections. 2 = 292/0-1-8 (input: 0-4-0) 5) Provide mechanical connection (by others) of Max Horz truss to bearing plate capable of withstanding 21 lb 1 2 = 77(LC .4) uplift at joint 3, 33 lb uplift at joint 4 and 229 lb uplift Max Uplift at joint 2. 3 = -21 (LC 5) 4 = -33(LC 4) 12 29(LC 4) LOADCASE(S) Max Grav Standard 3 = 32(LC 1) 4 = 55(LC 2) 3 292(LIC 1) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORP 1-2 0/37 2-3 = -46/5 BOT CHORD 2-4 010 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 1 Job Truss Truss'Type qty Ply Construction - BrinsonResidence 0028 6646-1 EJ07 i JACKTR 125 1 JJA-R0 dJob YRefArence ; o.:0 Tonal _ l I BCG of( Orlando,Safiford,(Florida-327'73,lBbb'Clark 7.120 s!Feb 1"0%2009 MTek!Industriea, Inc. +Wed'Nov 18 14.18 33 2009 (Page 1 l 2 0 4 7-0-.0 i Scala=',x:1;7:3 3 i 4W 12 17 j Ti 2/' BI 2x4 = ,4' t I LOADING'(psf) SPACING 12-0 0 CSI 1n ,lac) ;Udefl ltd PLATES GRIP TOLL 20:0 Plates'Increase 1:25 j TC '.0.46 Vert(12L) =0.10 2-4 >794 360 MT26 244190 TCDL 10.0 Lumber Increase 1,25 8C 0.41 Vert(TL) -0.25 2-4 >318 240 BOLL 0:0 Rep''Stress lncr YES UVB 'O.OU j Horz(T!L) 000 3 n'la nla BCDL 1b.0 Code FRC2007frP12002 Matrix) Wind(LL) nbb 2 ""' 240 Weight: 251b LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT RD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 120mph (3-second gust); BRACING TOP CHORD TCDL=4.Opsf; BCDL=3.Opsf;'h=17ft; Cat.'II; Exp Structural wood sheathing directly applied or 6-0-0 oc Benclosed; MWFRS (low-rise) and purlins. Interior(1) zoneforcesformembersandforces & BOT CHORD MWFRS for reactions shown; Lumber DOL=1.60 Rigid ceiling directly applied or 10-0-0 oc bracing. plate grip DOL=1.60 2) This truss has been designed fora 10:0 psf MiTek recommends that Stabilizers and bottom chord live load nonconcurrent with any required cross bracing be installed during truss other live loads. erection, in accordance with Stabilizer 3) ' This truss has been designed for a live load of Installation guide. 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between j REACTIONS (Ib/size) the bottom chord and any other members. 3 = 173/Mechanical 4) Refer to girder(s) for truss to truss connections. 2 = 42910-1-8 (input: 0-8-0) 5) Provide mechanical connection (by others) of 4 = 66/Mechanical truss to bearing plate capable of withstanding 92 Ib Max Horz uplift at joint 3 and 209 Ib uplift at joint 2. 2 _ 128(LC 4) Max lUplift 3 = -92(LC 4) LOAD CASE(S) 2-209(IC 4) Standard I Max Grav 3 = 173(LC 1) 2 429(LC '1) 4 = 132(LC 2) i FORCES ;(lb) Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/37 2-3 = -74/45 BOTCHORD 2-4 = 0%0 f s SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 6646-1 JACK TR Brinson 2-6-8 2-10.8 l2 & 8' 2=10.8 3 4.00 12 3 2X4 ,91 1 LOADING ,(psf) SPACING 2-0-0 CSI IDEFL in floc) I/defl L/d WEBS 2 X 4 SYP No.3 TCLL 20:0Plates Increase 135 TC 0.59 Vert(LL) 0.00 4-'5 999 360 1) Wind: ASCE 7-05; 120mph (3 -second gust); TC -DL 10.0 Lumber Increase 1.25 1 BC 0.09 Vert(TL) 0 00 4-5 999 240 BCLL 020 Rep Stress'Incr YE$ 3WB :0.00 Horz(TL) 0'02 i3 n%a n a I BCDL 10.0 Code FRC2007/TPI2002 Matrix) Wind(LL) 0:00 4-5 999 240 0029 6'33 2009 Page A Scale= 1;tl4 PLATES ;GRIP MT20 244/196 Weight: t5lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 4-5 = 0/0 BRACING TOPCHORD NOTES Structural wood sheathing directly applied or 2-10-8 1) Wind: ASCE 7-05; 120mph (3 -second gust); oc purlins, except end verticals. TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. 11: Exp BOT CHORD B; enclosed; MWFRS (low-rise) and C -C Rigid ceiling directly applied or 10-0-0 oc bracing. Exterior(2) zone, end vertical left exposed;C=C for MiTek recommends that Stabilizers and members and forces & MWFRS for reactions required cross bracing be installed during truss shown; Lumber DOL=1.60 plate grip DOL=1.60 erection, in accordance with Stabilizer 2) This truss has been designed for a 10.0 psf Installation guide. bottom chord live load nonconcurrent with any i other live loads. REACTIONS (Ib/size) 3) ' This truss has been designed for a live load of 5 = 34910-1-8 (input: 0-7-8) 20.Opsf on the bottom chord in all areas where a 3 = 17/Mechanical rectangle 3-C-0 tall by 2-M wide will fit between 4 = 8/Mechanical the bottom chord and any other members. Max Hort 4) Refer to girder(s) for truss to truss connections. 5 _ 88(LC 4) 5) Provide mechanical connection (by others) of Max Uplift truss'to'bearing plate capable of withstanding 199 5 =-199(LC 4) Ib uplift at joint 5, 26 Ib uplift at joint 3 and 1 Ib uplift 3 = 26(LC '5) at joint 4. Max Grav 5 = 349(LC 1) LOADCASE(S) 3 17(LC '1,) Standard 4 _ 44(1-C 2) FORCES '(Ib) i'Maximum CompressionlMaximum Tension TOP CHORD 2-5 = -304!388 1-2 = ,,0151 IB:OT•:CiHORD i S - nm 0029 6'33 2009 Page A Scale= 1;tl4 PLATES ;GRIP MT20 244/196 Weight: t5lb Job Truss Truss Type qty Pty JA-RO Construction - Brinson'Residence 0030 6646-1F,01 G 1 FLAT GIRDER TR I1 Z Job,R_.et nee((optiaint L Bi ---G of Orlando, iSanford 'F;londa 32773, t9db Clark 7 120 "s'Feb 102009 MiTek+Industries, dnc. ,Wed'Nov 18 14:16 34'2009 =Page ;1 i 3-10-7 7-8-14 -- ------- I 3a4 I Scale = 61:14.7 i 1 2 3 _. T1 W1I --. W2 W1. W2 W1, 61 i A 10x10 6 110x10 = 4 3-10-7 7-8-14 ' 3-10-7 3 -10 -7 ----------------- PlatePlate Offsets (X,YZ 4_Edge 0 3-41 5f :o s o,0-3 4j L Edge 03-4] LOADING (psf) SPACING 2-0-0C SI DEFL in '(loo) I/defl Ud PLATES GRIP TC Li 20.0 Plates Increase 1.25 TC ;0.78 Vert(LL) -0.14 X5-6 635 360 IMT20 244/890 TCDL 1.0.0 iLumber'lncrease 1.25 8C 0.73 Vert(TL) -'0:34 1,5-6 261 240 BULL D.0 Rep Stress'Incr NO WB '0.85 Horz(TL) 4100 4 n/a n1a BCDL 10.0 Code FRC20071TP12002 Matrix) Wind(LL) 0.12 5.6 715 240 Weight: 7,0 Ib i LUMBER TOP CHORD 2 X 4 SYP No -2 NOTES 9) Hanger(s) or other connection devices) shall be. BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No:3 '.Except' 1 ) 2 -ply truss to be connected t °gether with 1 Od provided sufficient to support sconcentrated' loadPPpload(s) W2: 2 X 4 SYP No.2 0.148"x3") nails as follows: 1634 Ib down and 453 lb up at '.1 11-4, and 1580 BRACING Top chords connected as follows: 2 X 4 - 1 row at Ib down and 461 Ib up at 3-11-4, and 1580 Ib TOP CHORD 0-9-0 oc. down and 469 lb up at 5-11-4 on bottom chord. Structural wood sheathing directly applied or 3-4-2oc Bottom chords connected as follows: 2 X 4 - 1 row The design/selection of such connection devices) purlins, except end verticals. at 0-9-0 oc. is the responsibility of others. BOT CHORD Webs connected as follows: 2 X 4 -1 row at 0-9-0 Rigid ceiling directly applied or 10-0-0 oc bracing. oc. 2) All loads are considered equally applied to all LOAD CASE(S) REACTIONS (Ib/size) plies, except if noted as front (F) or back (B) face in Standard 6 = 2680/Mechanical the LOAD CASE(S) section. Ply to ply connections 1) Regular: Lumberincrease=1:25, Plate 4 = 2710/Mechanical have been provided to distribute only loads noted Increase=1.25 j Max Uplift as (F) or (B), unless otherwise indicated. Uniform Loads (plf) i G _-769(LC 3) 3) Wind: ASCE 7-05; 120mph (3 -second gust); Vert: 1-3=-60, 4-6=-20 4 =-794(LC 3) TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. Il;'Exp Concentrated Loads (lb) B; enclosed; MWFRS (low-rise); Lumber Vert: 5=-1580 7=-1634 8=-1580 FORCES ;(Ib) DOL=1.60,plate grip DOL=1.60 Maximum Compression/Maximum'Tension 4) Provide adequate drainage'to prevent water TOP CHORD ponding. 1=6 = -19261577 5,) This truss has been designed for a 10.0 psf 1 2 _ '9000/2691 bottom chord live load nonconcurrent with an 2 3 = -'90002611 other Itve'loads. 3-4 = -1926/577 6) ' This truss has been designed for a live load of BO T CHORDBO= 20.Opsf on the bottom chord in all areas where a 0/0 ectangle 3-6-0 tall by 2-0-0 wide will fit between 5-7 = -0/0 the bottom chord and any other members. 5-8 -0/0 7) Refer to girder(s) for truss to truss connections. 4-8 = 0/08) Provide mechanical connection (by others) of WEBS truss to bearing plate capable of withstanding`769 1-5 = -2657/9158 b uplift at joint 6 and 794 Ib uplift at joint 4. 2-5 = 0/127 1' 3-5 = -2657/9158 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401:NW 74 TH AVE -,MIAMI FL. 33166 Truss Truss Type Qty Ply ' JA-RO Construction -Brinson ResidenceIJob 0031 6646-1 J01 JACK TR @ 45 12 1 { I b JobiR,efprtpcc,o ,ionpl BCG of Orlando,,Sanford,'Florida 32773,'Bob ClaN x71120 s IFeb 102W9 !MiTekllndustrjee., 'Inc. Wed 'Nov 18 114:16`34'2009"Page t I i--- --- z"0-0 1=0=0 Scales 1:6. 3 i I 4.00 12 Ix i I 2x4 = LOADING (psf) SPACING 2-0-0 CSI f iDEFL iin ;(loc) I/defl ?Ud PLATES ;GRIP TCLL 20.0 Plates'Increase 1.25 TC ;0.34 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 2 >999 240 6CLL 0.0 Rep Stress Incr YES WB +0.00 iHorz(TL) %0;00 3 wa ;nla BCDL 10:0 Code f RC2007/7PI2003 Matrix) Weight:,64b LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP No.2 120mph 3 -second1) Wind: ASCE 7-05; gust); F ( 9 )' BRACING TOP CHORD TCDL=4.Opsf; $CDL=3.Opsf; h=17ft; :Cat. II; Exp Structural wood sheathing directly applied or 1-0-0 or. B; enclosed; MWFRS (low-rise) and C -C purlins. Interior(1) zone; cantilever left exposed ; porch left BOT CHORD expor.ed;C-C for members and forcer. E MWFRS Rigid ceiling directly applied or 10-0-0 cc bracing. for reactions shown; Lumber DOL=1.60 plate grip MiTek recommends that Stabilizers and DOL=1:60 2) This truss has been designed for a 10.0 psf required cross bracing be installed during truss bottom chord live load nonconcurrent with any erection, in accordance with Stabilizer other live loads. Installation quide. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS '(lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between 4 = 10/Mechanical the bottom chord and any other members. 2 = 261/0-1-8 (input: 0-4-0) 4) Refer to girder(s) for truss to truss connections. 3 = -129/Mechanical 5) Provide mechanical connection (by others) of Max Harz truss to bearing plate capable of withstanding 228 2 = 38%LC 4) Ilb uplift at joint 2 and 129 Ib uplift at joint 3. Max Uplift 6) Design assumes 4x2 (flat orientation) purlins at 2 =-228(LC 4) ac spacing indicated, fastened to truss TC w/ ` 3 =-129(LG 1) 2-10d nails. Max Grav 2 = 261 (LC 1) LOAD CASE(S) 3 = 125(LC 4) Standard FORCES (Ib) Maximum Compression/Maximum Tension TOPCHORD 1-2 = :0/37 1 2-3 = -45174 BOT CHORD 2-4 = 0/0 SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 - 6401:NW 74 TH AVE -,MIAMI FL. 33166 Job Truss Truss Type Qty Ply JXRO Construction - Brinson Residence 0032 6646-1 J03 JACK TR 45 18 1 Job Rbference,(optional) BCG of'Odando,`Sanford,IFlodda 32773,IBub'Clark 7.120 eIFeb 10`2009 MiTek'Industries,'Ih& Wed'Nov 18 14:16:352009 (Page 1 2 0 0 3,0-0 3,01r0 - 1 iScale = 1 a9: r3 41 J I\ 2 2x4 = LOADING (psf) SPACING 2-0-0 I CSI DEFL in !(los) Udefl iud PLATES GRIP TOLL 20:0 Plates Increase 1.25 TC 0.37 Vert('LL) - DO 2-4 )9999 360 MT20 344'/190 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 2-4 ;)999 240 i'BGLL 0;0 iRep Stress lncr YE5 WB 10:00 Horz(TL) -000 3 n!a nla BCDL 10.0 I Code FRC2007ITP12002 Matrix) 1N08(LL) 0.00 2 240 Weight: 121b LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 120mph,(3-second gust); BRACING TOP CHORD TCDL=4.0psf; BCDL=3.Opsf; h=17ft; Cat.11; Exp Structural wood sheathing directly applied or 3-0-0 oc B; enclosed; MWFRS (low-rise) and C -C purlins. Extenor(2) zone;C-C for members and forces & BOT CHORD MWFRS for reactions shown; Lumber DOL=1.60 Rigid ceiling directly applied or 10-0-0 oc bracing. plate grip DOL=1.60 MiTek recommends that Stabilizers and 2) This truss has been designed for a 10.0 psf bottom chord live `load nonconcurrent with any required cross bracing be installed during truss other live loads. erection, in accordance with Stabilizer 3) " This truss has been designed for a live load of Installation guide. 20.Opsf on the bottom chord in all areas where a { rectangle 3$0 tall by 2-0-0 wide will fit between REACTIONS (Ib/size) the bottom chord and any other members. I 3 = 17/Mechanical 4) Refer to girder(s) for truss to truss connections. 2 = 307/0-1-8 (input: 0-8-0) 5) Provide mechanical connection (by others) of 4 = 26/Mechanical truss to bearing plate capable of withstanding 18 Ib Max Horz uplift at joint 3 and 205 Ib uplift at joint 2. 2 = 77(LC 4) Max'Upl ft 3 = -18(LC 5) LOAD CASE(S) 2 =-205(LC 4) Standard Max Grav 3 = `17(L•C 1) 2 = 307(LC 1) 4 = 53(LC 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2 _ .0/37 2-3 -51/3 BOT CHORD 2-4 = Oro SALVADOR JURADO P.E. STATE OF FLORIDA REG.NO 19939 -6401 NW747H AVE. MIAMI;FL.33166 IYr— ly l VIIOuU UulI - 0111 IJVII rR vwuuf II:e JACK 10033 6646-1 J05 TR ;@ 45 9 1 Job :Reference; o 'tional) BCG of Orlando, 'Sanford, `Florida'32773,'Bdb'Clark •r7.120 s -Feb 1'02009 MiTeklndustries,'Inc. Wed'Nov 18 `14:16.352009 'Page 41 ? 2-0-0 Scale: 1:43,3 3 400, 1 2 T// 1 2x4 LOADING (psf) SPACING 2-0-0 ;CSI DEFL in '(loc) wefl I1d PLATES GRIP TOLL 20.0 Plates Increase 1.25 4 TC 0.37 Vert(LL) -0.02 2-4 >999 360 M T-20 244%196 TCDL10.0 Lumber Increase 1.25 BC 0.20 Vert(TLI) _0 06 2-4 >918 340 BCLL 0:0 Rep Stress Incr YES WB '0.00 Hort(TL) 0.00 :n1a nla BCDL 10.0 Code FRC2007/TPI2002 (Matrix) Wlnd(LL) :0:00 2 '240 Weight: 19 lb LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 120mph (3 -second gust); BRACING TCDL=4.Opsf; BCDL=3.Opsf, h=17ft; Cat. II; ExpTOPCHORDB; enclosed; MWFRS (low-rise) and C -C Structural wood sheathing directly applied or 5-0-0 oc Interior(l) zone;C-C for members and forces & purlins. MWFRS for reactions shown; Lumber DOL=1.60 BOT CHORD plate grip DOL=1.60Rigidceilingdirectlyappliedor10-0-0 oc bracing. 21 This truss has been designed for a 10.0 psf MiTek recommends that Stabilizers and bottom chord live load nonconcurrent with any required cross bracing be installed during truss other live loads, erection, in accordance with Stabilizer 3) " This truss has been designed for a live bad of Installation guide. 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between REACTIONS (Ib/size) the bottom chord and any other members. 3 = 104/Mechanical 4) Refer to girder(s) for truss to truss connections. 2 = 361/0-1-8 (input: 0-8-0) 5) Provide mechanical connection (by others) of 4 = 46/Mechanical truss to bearing plate capable of withstanding 48 Ib Max Horz uplift at joint 3 and 199 Ib uplift at joint 2. i 2 = 103(LC 4) i Max Uplift 3 = -48(LC 4) LOAD CASE(S) 2 =-199(LC 4) Standard Max Grav i 3 = 104(LC 1) I 2 = 361 (LC 1) 4 = 93(1-C 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/37 2-3 = -60/26 BOT CHORD 2-4 = 0/0 1i J05A JACK TR @ 45 1 1 if Orlando,' Sanford, Florida 32773, Bdb Clark r7.1'20s"Feb'10"2009 i0.1A-8 y 2_6 8 l -i2- 3x4 i 2 1 ' kn W1 Brinson LOADING (psf)SPACING i 2-M i CSI DEFL in Ioc) I/defl L/d PLATES 'GRIP 4-5 = '0/0 TCLL 20.0 Plates'lncrease 1.25 TC '0:51 'I Vert(LL) 0.00 5 999 360 Mk20 244/190 TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp TCDL 10.0 Lumber increase 1.25 BC 0.05 Vert(TL) 000 5 999 240 required cross bracing be installed during truss J shown; Lumber DOL=1.60 plate grip DOL=1.60 BCLL 0.0 Rep Stress Incr YES WB "0.00 1 Horz(TL) 0.01 3 nla nla REACTIONS (lb/size) 3) ' This truss has been designed for a live load of BCDL 10.0 t Code FRC20071TP12002 Matrix) Wind(LL) 0.00 5 999 240 Weight: 9 Ib Vax.Horz LUMBER i TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 4-5 = '0/0 BRACING I TOP CHORD NOTES Structural wood sheathing directly applied or 0.10-8 1) Wind: ASCE 7-05; 120mph (3 -second gust); oc purlins, except end verticals. TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp BOT CHORD B; enclosed; MWFRS (low-rise) and C -C Rigid ceiling directly applied or 10-0-0 oc bracing. Exterior(2) zone; end vertical left exposed;C-C for MiTek recommends that Stabilizers and members and forces & MWFRS for reactions required cross bracing be installed during truss J shown; Lumber DOL=1.60 plate grip DOL=1.60 erection, in accordance with Stabilizer 2) This truss has been designed for a 10.0 psf Installation guide. bottom chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 3) ' This truss has been designed for a live load of 5 = 490/0-1-0 (input: 0-7-8) 20.Opsf on the bottom chord in all areas where a 4 =-32/Mechanical rectangle 3-&0 tall by 2-" wide will fit between 3 = -238/Mechanical the bottom chord and any other members. Vax.Horz 4) Refer Jo,girder(s);for truss to truss connections. 5 = 63(LC 4) 15) 'Provide mechanical connection (by others) of Max Uplift truss to bearing plate capable of withstanding 315 5 =-315(LC 4) Ib uplift at joint 5, 32 ib uplift at joint 4 and 238 Ib 4 = -32(LC 1) uplift at joint 3. 3 =-238(LC 1) Max Grav 5 = 490(LC 1) LOAD CASE(S) 4 1(1-0 2) Standard 3 = 18l (LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOP CHOP.D 2-5 = -443/588 1-2 = 0/51 2-3 ^ `^ -89/93 Truss Truss Type Qty Fly JA-RO Construction -.Brinson Residence i 16-1 M000E GABLEENp ) 0035 i JQb,Referencc Joptionilji G of Orlando, Sanford, Florida"32773,'Bdb`Clark 7120,s1Feb'10'2009 M iTek 1ndustries, Inc Wed iNov`18 14:16.36'2009 IP64e 1 42-0-0 4-9-0F— - ' ' 00 -- 4-9-0 i Seale"= 1:121 2x4 1'I t3 i 1 I ut 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in :.(Icc) Udefl Ud TOLL 20.0 Plates' Increase 1:25 TC 0.32 Vert(LL) 0:00 1 in/r 180 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) 0.00 1-2 nh 120 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a !n/a BCDL 10.0 Code FRC2007/TPI2002 Matrix) Wind(LL) -0.02 1 r* 120 LUMBER TOP CHORD 2 X 4 SYP No.2 NOTES BOT CHORD 2 X 4 SYP No.2 1) Wind: ASCE 7-05; 120mph (3 second,gust); WEBS 2 X 4 SYP No.3 BRACING TCDL=4.Opsf;'BCDL=3.Opsf; h=17ft;'Cat. I; Exp TOP CHORD B, enclosed; MWFRS (low-rise) and C -C Structural wood sheathing directly applied or 4-9-0 oc Interior(1) zone;C-C for members and forces & purlins, except end verticals. MWFRS for reactions shown; Lumber DOL=1.60 BOT CHORD plate grip DOL=t60 Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Truss designed for Mind loads in the,plane of MiTek recommends that Stabilizers and the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End required cross bracing be installed during truss Detail" erection, in accordance with Stabilizer 3) Gable requires continuousbottom chord Installation gu de. bearing. 4) Gable studs spaced at 2-0-0 oc. REACTIONS (Ib/size) 5) This truss has been designed for 10.0,psf 4 = 158/0-1-8 (input: 4-9-0) bottom chord live load nonconcurrent with any 2 = 33010-1-8 (input: 4-9-0) other live loads. Max Horz 6) ' This truss has been designed for a live load of 2 = 98(LC 4) 2b.Opsf on the bottom chord in fall;areas where aMax;Uplift rectangle 3-6-0 talj'by 240-0 wide will fit between 4 = -41 (LC 4) the bottom chord and any other members. 2 _-175(LC 4) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib FORCES (db) uplift at joint 4 and 175 lb uplift at joint 2. Maximum Compression/Maximum Tension TOPCHORD 1-,2 = 0/36 LOAD CASE(S) 2.3 = -53/27 Standard 3-4 = -112/61 BOTCHORD 2-4 = 010 2x4 11 PLATES bRIP iMT20 244/190 I Weight: 20 lb SALVADOR JURADO P.E; ;STATE,.OF FLORIDA'REG.,;NO 19939 - 6401 NW 74 TH AVE. MIAMI F,L. -33166 Job Truss Truss Type Qty Pty JA-RO Construction -Brinson Residence 6646-1 i M02GE GABLE SEND q ' 0036 Job 'Reference; o tionat j BCG of Orlando,'Sa6ford,'Florida 32773,'B6b'Clark 7.120 s'Feb "10 2009'MiTek Industries, 'Inc. 'Wed Nov ,18 14:16:36 2009 IPage'1 1 I-- -- ,2-0-0 1--- -- -4-.0"7 i4-0.7 scale 1:1•J!s 2x4 tll j 3 2x4 = 2x4 .11 1 4-0-7 4-0-7 j LOADING (psf) SPACING 24)-0 CSI DEFL in Doc) Udefl 1LId PLATES iGRIP TCLL 20.0 plates']ncrease 1.25 TC 0.32 Vert(LL) 0.00 1 n/r 180 MT20 '244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Uert(TL) 0,01 1 n/r 120 BOLL 0.0 Rep Stress Incr NO W80:00 HOR(TL) 0.00 nla n/a BCDL 10.0 l Code FRC2007/TP12002 Matrix) Wind(LL) 0.00 1 n/r 120 Weight: 17 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. M nds that Stabilizers and acing be installed during truss rdance with Stabilizer REACTIONS (Ib/size) 4 = 125/0-1-8 (input: 4-0-7) 2 = 306/0-1-8 (input: 4-0-7) Max Horz 2 = 89(LC 4) Max`Up'lift 4 = -27(LC 5) 2 =-173(LC 4) FORCES (lb) Maximum Compression/Maximum Tension TOPCHORD 1-2 0/36 2-3 = -48M 3-4 = -86/39 jBOTCHORD 12-4 = 0/0 NOTES 1) Wind: ASCE 7-05; 120mph (3 -second gust); TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. ll; Exp B; enclosed; MWFRS (low-rise) and :C -C Interior(1) zone;C-C for members and forces 8 MWFRS for reactions chawn; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for,wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 3) Gable requires continuous'bottom chord bearing. 4) Gable studs spaced at 2-M oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas,where a rectangle 3-6-0 tall by 3 0 0:wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss,to bearing ,plate capable of withstanding 27,Ib Uplift at joint 4 and 173'lb-uplift at joint 2. LOAD;CASE(S) Standard SALVADOR JURADO P.E. STATE OF FLORIDA REG..NO 19939 -6401 NW,74 TH AVE.?MIAMIIFL. 33166 I Job Truss Truss Type Ory 1PIYJA-ROConstuction-,Beinson'ReFidence 0037, 6646-1 V03 VALLEY TR ; 1 1 BCG of Orlando, Sanford, 'Flodda 32773,'Bob:Clark Job IReferenee, o wnel l 17 1206 db 10 2009 MiTekllndustnes;llnc (IWealNov 08 14AB 37'2009 ?P,age S1 z ao z ¢J4 jI 4.0011_2 4x6 % Scale 1:5.3 2 3 t,\i o i i i 1 2x4. - 2-4-14 Plate Offsets (X,Y) J2:0-5-.8,0-2-01__,-- LOADING (psf) SPACING 2-0,0 CSI IDEFL !in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert•(LL) nM n/a 999 MT20 344/190 TCDL 10.0 Lumber Increase '1.25 BC 0.02 Vert(TL) n/a n/a 999 ` BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC20071TP12002(Matrix) Weight:16 lb LUMBER TOP CHORD 2 X 4 SYP No.2 1 BOT CHORD 2 X 4 SYP No.2 BOT CHORD BRACING 1-3 = =0/5 TOPCHORD Structural wood sheathing directly applied or 2-4-14 NOTES oc purlins. 1) Unbalanced roof live loads have been BOT CHORD considered for this design. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) Wind: ASCE 7-05; 120mph;(3-second gust), MiTek recommends that Stabilizers and TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. 11; Exp required cross bracing be installed during truss B; enclosed; MWFRS (low-rise) and C -C erection, in accordance with Stabilizer interlor(1) zone;C-C for members and forces & Installation guide. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS (Ib/size) 3) Gable requires continuousbottom chord 1 = 48/0-1-8 (input. 2-4-14) bearing. 2 = 45/0-1-8 (input: 2-4-14) 4) This truss has been designed for a 10.0,psf 3 = 27/0-1-8 (input: 2-4-14) bottom chord live load nonconcurrent with any Max Horz other live loads. 1 = 5(LC 6) 5)' This truss'has'been designed,fora'live 'load of Max Uplift 20.Opsf on the bottom chord in all areas where a 1 = -12(LC 4) rectangle 3-6.0 tall by 2-" wide will,fit between 2 -18(LC 4;) fie bottom chord and any other members. 3 _ -4(LC i5) 6) Beanng.atz)omt(s) 2 consider5(perallel to grain Max'Grav value using A'NSI/LPI 1 ang110,;.dratn formula. 1 = 48(LC 1) Building designer should verify, capacity Of bearing 2 = 45,(LC 1) surface. 3 = 34(LC 2) 7)'Pr6vide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib ; FORCES (Ib) uplift at joint 1 18 Ib uplift:at;joint 2 and 4 ib uplift at I Maximum Compression/Maximum Tension joint 3. TOP CHORD 8) Beveled plate or shim required to;prowde full 1 1_2 = -8/8 bearing surface with truss chord at jomt(s) 3. 2-3 = -7/7 BOT CHORD O/5 LOAD!GASE(S) 11- 3 Standard SALVADOR JURADO P.E. STATE OF,FLORIDA REG.NO ,,19939 - 6401 NW 74 TH AVE. MIAMI FL. 33166 Job Truss ype City Ply JA-RO Construction - Brinson Residence 003816646-1 VO4 r:,VA6L6LEYTF 1 1 E JoblReferencei:o, ional IBCG of Oflando, Sanford, Flofida 32773,;Bob'Clafk 7 120 sIFa 1A;30091MTek'Industries, Inc. Wed!Ngv 18 t14:<18.'37 2009 iPage 1 r2-0-0 0-0 - 20,0- I 3x4 Scale ='1:7, ' 4'00, 12 i I 3 i I j 1 2x4 2x4 4-0-0 Plate Offsets X LOADING (pso SPACING $-0-0 CSI DEFL in (loc) Udefl Ud J PLATES GRIP TCLL 20.0 I Plates Increase 1.25 TC 0.02 Vert(LL) IVa n/a ;999 MT20 24-4/190 TCDL 10.0 Lumber Increase 1.25 I BC 0.05Vert(TL) n7a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2007/TP12002 Matrix) Weight: 91b LUMBER I TOP CHORD 2 X 4 SYP No.2 2) Wind: ASCE 7-05; 120mph (3 -second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=4.Opsf, BCDL=3.0psf;lh=17ft; Cat. ll; Ex,pBRACING TOP CHORD IB; enclosed;'MWFRS (low-rise) and C -C Structural wood sheathing directly applied or 4-0-0 oc Intenor(1) zone;C-C for members and forces & purlins. MWFRS for reactions shown; Lumber DOL=1.60 BOTCHORD plate grip DOL=1.60 Rigid ceiling directly applied or 10-0-0 oc bracing. 3) Gable requires continuous bottom chord i MiTek recommends that Stabilizers and bearing. 4) This truss has been designed for a 10.0 psf required cross bracing be installed during truss bottom chord live load nonconcurrent with any erection, in accordance with Stabilizer other live loads. Installation. uide. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS (Ib/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between i 1 = 88/0-1-8 (input: 4-0-0) the bottom chord and any other members. 43 = 88/0.1-8 (input: 44)-0) 6) Provide mechanical connection (by others) of 1 Max Horz truss to bearing plate capable of withstanding ,24 Ib i 1 5(LC '6) uplift at joint .1 and 24'Ib ;upldt at;joini 3. Max Uplift 1 = -24(LC 4) 3 =-,24(LC 5) LOAD CASE(S) Standard I FORCES (lb) y Maximum Compression/Maximum Tension TOP CHORD 1-2 _ -113!70 2-3 = -113/70 IBOTCHORD 11-3 = -56/99 I 1 a CNOTES j 1) Unbalanced roof live loads have been considered for this design. I I SALVADOR JURADO P.E. STATE OF FLORIDA REG. NO 19939 -'6401 NW 74 TH AVE. MIAMI F.L.433166 Job Truss Qty j °Ply JA=RO'Construction --'Brinson dance 1JTrussType 16646-1 V05 VALLEY TiR 1 1 0039I BCG ofti'00ando, Sanford. Flohda 33773,'Bob Clafk JobiRefercncc,e j71120+sIFeb 10 2009rMiTekilndustnes;ilhc 1Wed iNov 18114'1638 3009 IPage S1 I 4D 0. rp q-1 q 2x4SII ;Scale 1 82 3 3 4 oo1,2 f B1 a 1. 4 { 2x4 = r2x4 ill _ Plate'Offsets (X Y): 42:0-2-,'0,Ed a 4 LOADING (psf) SPACING 2,0=0 CSI bEFL in (loc) Ildeft t/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC :017 Vert(LL) n/a nla 999 MT20 244/190 TCDL 1.0.0 Lumber Increase 125 BC 0.08 Vert(fl-) 14a pia ;999 BCLL '0.0 Rep Stress Incr YES WB 10.00 Horz(TL) 0.00 4 n/a nla BCDL 10.0 Code FRC2007/TP)2002 Matrix) Weight: 13 Ib LUMBER TOP CHORD 2 X 4 SYP No.2 2} Wind: ASCE 705; 120mph (3 second gust); BOT CHORD 2 X 4 SYP No.2 TCDL=4.Opsf; BCDL=3.Opsf, h=1711; Cat. 11; ExpWEBS2X4SYPNo13iB; enclosed; MWFRS (low-nse) and C-CBRACING TOP CHORD Interior(1) zone;C-C for members and forces & Structural wood sheathing directly applied or 4-4-14 MWFRS for reactionc Chown; Lumber DOL=1.60 oc purlins, except end verticals. plate grip DOL=1.60 bottom BOT'CHORD 3) Gable requires continuouschord Rigid ceiling directly applied or 10-&0 oc:bracing. bearing. 4) This truss has been designed fora 10.0 psf MiTek recommends that Stabilizers and bottom chord live load monconcurrent with any required cross bracing be installed during trussotherlive'loads, erection, in accordance with Stabilizer 5 ' This truss has been designed fora live load of Installation guide. _ ____ 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I between I REACTIONS (Ib/size) the bottom chord and any othermembers. 1 = 134/0-1.8 (input: 4-4-14) 6) Provide mechanical connection (by others) of 4 = 134/0-1-8 :(input: 4-4-14) truss to bearing plate capable of withstanding 35 lb Max Horz upIA,at joint .a and 44 Ib upliftof joint 4 Max Oplift 1 35(LC 4)LOADCASE(S) 44( 4 LC 4) Staridard ' FORCES ((Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2 = -122/30 2-3 -111/62 3-4 _ $4/62 BOT CHORD NOTES 1) Unbalanced roof live loadsfiave been considered lforlhis;design. .. 6646-1 i Job Truss U,07 Truss'Type VALLEY TR qtyPly t 1 JA-'RO Construction-'BrinsonlResidence J,obR icrence(o tlonel t0040 BCG of'Orlando,'San(ord,'Flohda 337.73, IBob Clark' 7 120{slFeb 10120093MTak`Industre's,?Inc ;Wed+Nov F8 14:16 38'20Q9 iP.age 1 SCSI DEFL ;in .,(lac) 6-0-0 6-41,4 PLATES ;GRIP I TCLL '20.0 Plates Increase 1.25 TC 0.46 Vert(L'L) m/a n/a 999 iMT20 i244)190 6x8: -;Scale 1:12; r.--. TCDL 10.0 Lumber Increase 1;25 2 ,3 Vert(TL) n1a J BCLL 00 * Rep Stress'IncrY,ES WB 0:011 Horz(T,L) ;0:00 4 4.00 11.2 T i BCDL 10.0 Code FRb2b071TPl2002' Matrix) Weight: 20 Ib LUMBER l TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 GYP No.2 2) Wind: ASCE 7-05; 120mph (3 xcond gust); WEBS 2X4 SYPNo.3 TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. It; Exp I BRACING B;'enclosed; MWFRS,(low-rise):and C -C 1 TOP CHORD Interior(l) zone;C-C for members and forces & Structural wood sheathing directly applied or 6-0-0 oc MWFRS for reactions shown; Lumber DOL=1.60 it purlins, except end verticals. plata grip DOL=1.60 LTi BOT CHORD 3x4 6-4-14 64-14 LOADING (psf) SPACING 2-0-0 SCSI DEFL ;in .,(lac) 1/defl lUd PLATES ;GRIP I TCLL '20.0 Plates Increase 1.25 TC 0.46 Vert(L'L) m/a n/a 999 iMT20 i244)190 TCDL 10.0 Lumber Increase 1;25 BC 0 20 Vert(TL) n1a lila 999 BCLL 00 * Rep Stress'IncrY,ES WB 0:011 Horz(T,L) ;0:00 4 n/a n/a BCDL 10.0 Code FRb2b071TPl2002' Matrix) Weight: 20 Ib LUMBER l TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 GYP No.2 2) Wind: ASCE 7-05; 120mph (3 xcond gust); WEBS 2X4 SYPNo.3 TCDL=4.Opsf; BCDL=3.Opsf; h=17ft; Cat. It; Exp I BRACING B;'enclosed; MWFRS,(low-rise):and C -C 1 TOP CHORD Interior(l) zone;C-C for members and forces & Structural wood sheathing directly applied or 6-0-0 oc MWFRS for reactions shown; Lumber DOL=1.60 purlins, except end verticals. plata grip DOL=1.60 BOT CHORD 3) Gable requires continuous bottom chord Rigid ceiling directly applied or 10-0-0 oc,lb cing. bearing. 4) This truss has been designed for a 10:0 psf MiTek recommends that Stabilizers and bottom chord live load nonconcutrent with any required cross bracing be installed during truss erection, other live loads. in accordance with Stabilizer 5) ` This truss has been designed for a live load of nstallation ide. 20.0psf on the bottom chord in all areas where rectangle 3-6-0 tall by 24)-0 -wide will fit between REACTIONS (Ib/size) the bottom chord and any other members. 1 = 214/0-1-8 (input: '6-4-14) 6) Provide mechanical connection (by others) of 4 = 214/0 1 8 (input: 6-4-14) truss to bearing plate capable of withstanding 55 Ib Max Horz uplift atjo nt 1 and 72 Ib uplift at;joint 4. z 1 = 163 LO 6) 1pMax .0 lift 1 - A5(LC 4) LOAD CASE(S) 4 = -72(LC 4) Standard j'FORCES Ib) Maximum Cornpression%Maximum Tension TOP CHORD' 1-2 _ -194/41 2-3 3-4 = -133/98 BOT CHORD 1-4 = .69/141 NOTES 1) Unbalanced roof live loads have ;been considered l for this design. SALVADOR JURADO P:E. STATE OF,,FLORIDA REG. NO 19939 -'6401 NW 74 TH AVE,MIAMI FL.33166 RECEIVED JAN 8 20rg t 0.1 " a r REVISION PERMIT # DATE PROJECT ADDRESS 4 6 (dl J7--. CONTRACTOR JQ PHONE # 5/d 7 - 17-- ,Iz 9' _ FAX # CONTACT PERSON UTILITY DEPT FIRE PREVENTION PLANNING BUILDING ` (