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113 Wheatfield Cir - BR04-001526 (CELERY LAKES) (SFR) (A) DOCUMENTSERNUTll3ADD lv jP.A,-ield Cis CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT # 0 ' fa (Q DATE C PERMIT DESCRIPTION F PERMIT VALUATION / a 81 Y Y. Oy SQUARE FOOTAGE _ q a a i s Certificate of Occupancy This is to certify that the building located at 113 Wheatfeld Cir for which permit number 04-1526 was issued has been completed according to the plans and specifications filed in the permit, to wit as a Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz Engineering: D. Richards Public Works: J. Crumnton Utilities: R. Blake Fire Department: Zoning: 08/18/04 08/ 19/04 08/20/04 08/18/04 Maronda Homes :Qfll 08/23/04 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY ti REQUEST FOR FINAL INSPECTION' SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/17/04 04-1526 113 Wheatfield Cir Maronda Homes Jason-321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Fire ublic Works - Zoning Utilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) J- CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/17/04 04-1526 113 Wheatfield Cir Maronda Homes Jason-321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineers t i 4 Fire Public Works Utilities Zoning _ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY I I REQUEST FOR FINAL INSPECTION 4.) 1 SINGLE FAMILY RESIDENCE**** i-..j 0 DATE: 08/17/04 PERMIT #: 04-1526 ADDRESS: 113 Wheatfield Cir LA CONTRACTOR: Maronda Homes LW PHONE#: Jason-321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ElEngineering OFire E]Public Works 0 Zoning tilities OLicensingj CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 8/18/04 4 14:09:07 Location ID . . . 254795 Parcel Number . . . . 32.19.31.515-0000-0580 Alternate location ID Location address . . . 113 WHEATFIELD CIR Primary related party Type options, press Enter. 5=View detail Opt Description Free -form information PLANNING & ZONING COMMENT CELERY LAKES, PHASE I CUSTOMER SERVICE NOTES LOT 226 ******** CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-1526 4-8-04 SEE REC#6617 CUSTOMER SERVICE NOTES 3/4"WA METER SET FEE $190.00 PD 4-8-04 CUSTOMER SERVICE NOTES REC#6617 F2=Address F3=Exit FS=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry Location ID . . . . . . 262955 Parcel Number . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 113 WHEATFIELD CIR Free -form information 3/4"RC METER SET FEE $190.00 PD 4-8-04 REC#6617 F2 Address F3=Exit F5=Special Notes F12=Cancel 8/18/04,. 14:09:35 I T N E R S U R V E Y I N G 26 July 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:113 Wheatfield Loop To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code: Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Read the instructions on pages 1.7. O.M.B. No. 3067-0077 Expires December 31, 200: SECTION A - PROPERTY OWNER INFORMATION. Far frsuanoeOomperty use; BUILDING OWNER'S NAME PoScy Nuns MARONDA HOMES BUILDING STREET ADDRESS 0hd xbhg Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Phatnber 113 WHEATFIELD LOOP CRY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 58, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75-& 76 BUILDING USE (e.g., Residential, Non-residential, Addlion, Accessory, etc. Use a Commends area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (type): Ar or ##. ) NAD 1927 NAD 1983 USGS Quad Map Of W SECTION B'- FLOOD INSURANCE RATE MAP (FIRM) INFORMATION. B1. NFP COWAUNITY NAME & COMMUNITY NUW3ER B2. COUNTY NAME 133. STATE CITY OF SANFORD 120294 SEMNOIE RLORIDA B4. WAP AND PANEL B7. FRM PANEL B9. BASE ROOD ELEVATIONS NUMBER 85. SUFFIX B6. FRM INDEX DATE EFFECTNEfEVISED DATE 138. FLOOD ZONE(S) Zone AO, use depth oftbocinq) 1211700065 E APR1995 APR1995 X NA t$1 u. Inacale Ube sauce of fhe base Flood HevatJon (t31 t) data or base flood depth entered in B9. AS Profle ® FIRM Community Determined Other(Desaiber B11. IrKfc* the elevation datum used forte BFE p B9: ® NGVD 1929 NAVD 1988 Other (De=be7 B12 Is the buiding bated in a Coastal Barrier Resources Sysle m (CBRS) area orotherWise Protected Area (OPA)? [:]Yes ®No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (8t1RVEY REQUIRED) C1. Building elevations are based on: El Construction Drawings* Building Under Cor>stnx W ® Finished Cor>sfr dm A new 8evatbn Cerfficae veil be required when oorsfnxxiion of the buidkV s complete. C2. Buidng Diagram Number I (Select the buidkV diagram most similar to the buiding for which this certificate is being oomplelled - see pages 6 and 7. If no diagram aocrrrA* represents ft building, provide a sketch or phobgraph.) C3. Elevations-Z.onesAl-A30, AE, AH, A (rvih BFE), VE, V1-V30, V (with BFE), AR, AWA, ARIAS, AR/A1-A30, AR/AH, ARIAO Complete Items C3.-a4 below a000rd'ehg to the buiding diagram specif ed of them C2. State the datum used. if the datum is d`iierent fiom the datum used for the BFE in Section B, convert the datum to that used for ft BFE Show field measurements and datum conversion cakxAabon. Use the space provided or the Comments area of Section D or Section G, as appropriate; lo document ft datum conversion Daum NGVD 29 Co wersionlComments Elevation reference mark used Does the elevation reference mark used appearon the FIRM? FlYes ®No a) Top of bottom 11cor (including basement orenciosure) '21. 86 ft m) b) Top of next higher floor NA. c) Bottom of bwest horizontal structural member (V zones orty) NA.' t o d) Attached garage (IoP of slab) 21. 40 t E e) Lowest elevation of machinery and/or equipment. w " servicing the building (Describe in a Comments area) 21°. 6 ft(m) 0 Lowest adjacent (fmisFhed) grade (LAG) 21:1 tL(m) Z . g) Highest adjacent (finished) grade (HAG) 21. 4 fi(m) O h) No. of permanent openings (flood vents) within 1 fL above adpoent grade Total area of all pemhanernt openings (flood vents) in C3.h _sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, ORARCWMCT 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 infommfion in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine orimpnsonment under 18 U.S. Code, Section 1001: CERTIFIERS NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE C// DATE TELEPHONE 26JULY2004 407 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY - NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 200,1 ELEVATION CERTIFICATE krpOrtant Read the instructions on pages 1.7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME MARONDA HOMES BUILDING STREET ADDRESS "Adng Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. 113 WHE4TFIFID LOOP Far trsuanm Cam" use: " Poky Number- CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Nurnber, legal Desaiption, etc.) LOT 58, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Commends area, 9 ray.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): f - #9 - #AtJW or ##.; #j NAD 1927 NAD 1983 USGS Quad Map Odw SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFP COWAJNr1Y NAIVE & COM UNITY NUMKR 82 COUNTY NAME 133. STATE CITY OF SANFORD IZ294 I SEMNOI E I FLORIDA 134. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUM3ER 85. SUFFIX B6. FIRM INDEX DATE EFFECTNEF"SED DATE 138. FLOOD ZONES) Zane AO, use depth of bockv) 1211700065 E APR19% APR1995 X NA B10. Indicate the source of the Base Flood Bevation (BFQ data or base flood depth entered in 89. FIS Profile ® FIRM Community Debrrnined Od er(Desaibe}. B11. Indicale the elevation datum used torthe BFE in B9: ® NGVD 1929 NAVD 1988 Other (Desaibe7 812 Is the building bated in a Coastal Barrier Resources System (CBRS) area or Otherwise Proceed Area (OPA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) - C1. Building elevations are based on: Construction Drawings' Building under Construction' ® Finished Cornstr xtion A new Elevation Certilicale will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certi6rafe is being cornpieted - see pages 6 and 7. If no diagram accurai* represents the building, provide a sigh orphotogrMK) C3. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, ARIAE, ARIA 1-A , ARIAH, APJAO Complete Items C3.-aA below according to the building diagram 4mW in Item C2 Stare the datum used. If the datum is ddferent from the datum used for the BFE in Section B. convert the datum to that used for the BFE Shaw field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, b document the datum conversion. Datum NGVD 29 Conversion C.omnnents Elevation reference mark used Does the elevation rebence mark used appearon the FIRM? Yes ®No a) Top of botlrn floor (including basement or enclosure) 21. 86 t(m) 1 . O b) Top of net higher door NA. _ft(m) c) Bottom of lowest horizontal structural member (V zones or*y) NA. _it(m) 0 d) Attaned_garage (top of slab)' 21. 40 it(m) E e) Larrest&rabi of madninery ancliorequipment W to < servicing the bolding (Describe in a Comments area) 21. 6 4m) J t) Lowed Wpoent (fnished) grade (LAG) 21.1 t(m) Z N (U g) Highest adjacent ft grade (HAG) 21. 41t(m) C h) No. of permanent openings (flood vents) within 1 t above adjaoent grade Total area of at perrnanent openings (flood vents) in C3.h _sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This oertifncation 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 in Sections A, B, and C 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. CER11FIER' S NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE DATE TELEPHONE 26JULY2004 407 322-2000 o ,tea 1+1e i o &ITNER S U R V E Y I N G 5 August 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:113 Wheatfield Circle To Whom It May Concern: This is to certify that the finished floor elevation, of the new building constructed at the above site meets or exceeds the requirements .of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 200! ELEVATION CERTIFICATE Read the inshic bm on traces 1- 7. SECTION A - PROPERTY OWNER INFORMATION Fa thskianw Company Use BUILDING OWNER'S NAME Poky Number MARONDA HOMES BUILDING STREET ADDRESS (Including Apt, Una, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 113 WHEATFIELD CIRCLE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Taos Parcel Number, Legal Desalption, etc.) LOT 52, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Aocessay, etc. Use a Comments arm, I necessary.) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: U GPS (type)- f - #9 - ##.#rF' or h#.# W#) NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 81. NFIP COIVWNITY NAW & OOkWUNITY NULVER 82 COUNTY NAIVE 133. STATE CITY OF SANFORD 120294 SEMNOLE R-ORIDA B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD El"ATION(S) NUMBER 135. SUFFIX B6. FIRM INDEX DATE EFFECTNEREVISED DATE 68. FLOOD ZONE(S) Lone A0, uie depth dkoCku) 12117CO065 E APR1995 APR1995 X NA B10. Indicate the source of the Base Flood Elevation ('BFE) data or base flood depth entered in 89. FIS Profile ® FIRM Community Determined Other (Describe): B11. Indicate the devation datum used for the BFE in W. ® NGVD 1929 NAVD 1988 Other (Describe): B12 Is the butdno located in a Coastal Barrier Resources 9vstem (CBRS) area orOtherwise Protected Area (OPAV n Yes M No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Dravwgs' Building Under Wrfnxton' ® Finished Corduction A new Elevation Certificate vd be requited when construction of the building is oomph. C2 Building Diagram Number 1(Seled the buidng diagram most sQmlar ID the building torwhicth this cWadq is being completed - see pages 6 and 7. If no diagram aocurabaly represents the building, provide a sloe or photograph.) C3. Elevations — Zones Al -AM, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR; ARIA, ARIAS, ARIA1-AM ARIAH, ARIAO Complete Items C3.a-i bebw a000rdng to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used brthe BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, b document the datum conversion. Datum NGVD 29 CorversionK.ommerds Elevation reference mark used Does the elevation reterenoe mark used appear on the FIRM? Yes ® No a) Top of bottom floor (including basement or enclosure) 23. 52 tt(m) b) Top of nek higherfloor NA. ft(m) Oak Oc) Bottom of lowest horizontal structural member (V aortas only) NA. _ft(m) O d) Attached garage (top of slab) 23. 06 it(m) W W e) l awstelevationof machnery arxVior equipmentd servicing the building (Desabe in a Comments area) 23.3 ft(m) 0 Lowest adjacent (finished) grade (LAG) 22.8 ft(m) z' 2 6,110D g) High adjacent (finished) grade (HAG) Q. 1 fL(m) a h) No. of permanent openings (good vents) within 1 fL above adjacent grade Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. am) SECTION D - SURVEYOR, ENGINEER, OR ARCHRECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 cerfify that the information in Sections A, B, and C on this cerUkate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CER11FIER' S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE <% C% C// DATE TELEPHONE 05AUG2004 407 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 200! ELEVATION CERTIFICATE Read the instfuc dm on nacres 1. 7. SECTION A - PROPERTY OWNER INFORMATION ForhuanmWT"Use: BUILDING OWNER'S NAME Poky Number MARONDA HOMES BUILDING STREET ADDRESS ftlm V Apt, Unk Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. company NAIC Number 113 WHEATFIELD CIRCLE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 52, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessary, etc. Use a Commends area, I necessary.) RESIDENTIAL LATTTUDFAONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type).- N - ##jW or ##AW#99 NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (ARM) INFORMATION 81. NFP CAM WNITY NAME & COW"I TY NUMBER 82 COUNTY NAME 133. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA 84. WP AND PANEL 87. FIRM PANEL 89. BASE FLOOD HFVATI(NJ(S) NUMBER B5. SUFFIX 136. FIRM INDEX DATE EFFECTIVEFEVISED DATE BB. FLOOD ZONES) ZoneAO. use depth ofAoai B) 01700065 E APR1995 APR1995 X NA B10. Indbale the source of the Base Flood Elewa6on @FE) data or base flood depth entered in B9. FIS Profle ® FIRM Wnmunty Determined Other (Describe). B11. Indices the elevation datum used for the BFE in B9. ® NGVD 1929 NAVD 1988 Other (Desa%e B12 Is the building located in a Coastal Barrier Peones Syslern (CBRS) area or OlhenMse Protected Area (0PA)? Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Ct. Building elevations are used on: C auction Dra4x,)s' Building Under Construction* ® Finished Construction A new Elevation Ceff ale will be requied when construction of the building is complete. C2 Building Diagram Number 1(Select the building diagram most similar to the building for which this oertificate is being completed - see pages 6 and 7, ff no diagram aocrrral * nepresents the buidng, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BF4 VE, V1 V30, V (with BFE , AR, ARIA, ARIAS, AR/A1-AM ARIAH, ARIAO Complete Items C3.-ai below according b the buidng diagram specilied in Item C2 State the datum used. f f the datum is different from the datum used br the BFE in Section B, oonvert the datum b Mused li r the BFE. Show field measurements and datum conversion calculation. Use the spaoe provided or the Comments area of Section D or Section G, as appropriate, to doo ument the datum conversion. Datum NGVD 29 Conversiorr,ICommerds Elevation reference mark used Does the elevation reference mark used appearon the FIRM? Yes ®No a) Top of bottom floor(including basement or endosure) 23. 52 fL(m) b) Top of next higtmerfloor NA. it(m) N O c) Botbm of lowesi horizontal structural member (V zones only) NA. _k(m) 0 d) Attached garage (top of slab) 23. 06 it(m) E Ca. e) Lowestdeva ion of machinery and/or equipmentd servicing time brJdimg (Describe in a Comments area) 23.3 tt(m) E O 1) Lowest adjacent (finished) grade (LAG) 22.8 ft(m) Z' O g) High adooent (tom grade (HAG) 23. 1 t(m) O h) No. of pernkment openings (tiood vents) within 1 It above adjacent grade Total area of ail pmTox rt openings (flood verds) n C3.h _sq. n. (sq. an) ' 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 in Sections A, B, and C 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. CERTIFIERS NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32T72 SIGNATURE DATE TELEPHONE a-«- 05AU32004 407322-2000 r CITY OF SANFORD PERMIT APPLICATION Permit #;: O Date: January 29, 2004 Job Address: 113 WHEATFIELD 1C YL.$. LOT 58 CELERY LAKES Description of Work: Single Family Residence Historic' District: Zoning: Value of Work: $128,488.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0580 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith. Summers 11 k VKqllqR ad Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Per n: .1 1a ri el e So 0 A k I r n n FA Phone: (407) 659-3719 Bonding Company: V 1 1/ ' Address: Mortgage Lender: Address: AK U i M4 Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Wa Sanford FL 32771 }. fMmn 1. Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work-tatlid`installatio as ulat d I c rt fy that o ork or mstaU$tion has commenced prior to the issuance Lwofapermitandthatallworkwillbeperformedtomeetstandsofalllaws > egulating construction li4t Iurisdictton derstand that a separate permit must be secured for ELECTRICAL WORK; PLUMBING; SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS S, 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. 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. 1 /29/04 1 /29/04 Signature of C6Sr nt Date Signature of d or/Agent Date Russell keith Summers Russell Keith Summers Print Owner/Agent's Name Print Contractor/Agent's Name n I A AAi 1-" 1 /29/04 1 /29/04 Signature of Notary -State of Porida Date Signature of Notary -State o lorida Date nnu•..... u•••nu•.••••••e..gnnnon...................9 LAURIE PELLE "INOLAURIEPELLEGRINO mn Comm# DD0232804 ! :°Arvr"!• Comm# DD0232804 ? Expires 7/1 2007 Eorea 7/18/2007 9 Bonded tttru 11 o Bonded Uuu8t)0)432 4254 ';Pori` . FIaWa Notary Assn., lnc 7rmaFloridaNotaAssn., Inc non., Hsu......................................... Q, s.uu..nue.uu.wweeweweseeeeessueaB Owner/ Agent is _X_ Personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bld i +b Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (initial & Date) Special Conditions: 1Vtar®na Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTHKELLER ROAD, SuiTEF • ORLANDo, FLORIDA 32810 407-475-9112 • Far: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA VOL,USIA COUNTY 0 CITY OF SANFORD SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot58, 113 WHEATFIELD bvde' at CELERY LAKES. RUSSELL KEIT' MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 29TH day of JANUARY, 2004 by- RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC n.........nuonn a mn m.... a........ [ LAURIE PELLEGRINO Comm# DD0232804 7/iWW? Bonded tivu (800)432-4254: Florida Notary Assn., Inca ....................... .....................e CITY OF SANFORD PERMIT APPLICATION Permit # : ' n 7 Date: December 31, 2003 Job Address: Y1 J"lC I(A Description of Work: Single Family ResidencepF}. Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical Plumbing " X " Fire Sprinkler/Alarm Pool Electrical: New Service # of AMPS Addition/Alteration Change of Service Temporary "Pole Mechanical: Residential, Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixturesr # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: #"of Water Closets , J Plumbing Repair— Residential or Commercial Occupancy Type: Residential X. Commercial Industrial Total Square Footage: Construction Type: VI # of Stories ._ # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: ( Attach Proof of Ownership & Legal Description), Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407415-91-12 Contractor Name & Address: WILLIAM T. SELF L4005 MARONDA WAY 'SANFORD, FL State License Number: CFC657039 Phone & Fax: (407) 948-3630 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company:+. . Address: Mortgage Lender:' Address: Architect/ Engineer: Tomas Ponce Phone: (407) 321-0064 . . Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 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 inform3ion 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. 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 maybe found in the public records ofthis 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. 164 Signature of OwnejF gent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name Signature of Notary -State 0Florida Date SIwo. l.....................................g LAURIE PELLEGRINO Ay P %, " Comm# DD0232804 Tt+'- z Expires 7/18/2007 Bonded thru(800)432-4254' m•. Florida Notary Assn., Inc b ..m ..mna............................ Owner/ Agent is _X_ Personally Knownto Me or Produced ID 9 1 1I4jod Signature of Contractor/Age ' Date WILLIAM T. SELF Print Contractor/ Agent's Name Signature of Notary -State .416da Date an.u. uo.................................. LAURIE' PELLEGRINO r comm# t)D0232604 C r:° l °? Expires 7/16/2007 ttu Bonded u (800)432-4254: uap.. Florida Note Assn., Inc Contractor/Agent is_X Personally Known to Me or Produced 1D APPLICATION APPROVED BY Bldgq Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: _ CITY OF SANFORD PERMIT APPLICATION Permit # : v / — V l ( Date: 11 (atol m Job Address: 1*i jt.0519 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPSc'WAddition/Alteration Change of Service Temporary Pole 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 or Commercial Occupancy Type: Residential X— Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: Contractor Name & Addr Attach Proof of Ownership & Legal Description) License Number: FGG+/blo3 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 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. 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 1 will notify the owner of the proprty of the requirements of Florida Lien Law, FS 713. Signature f 0 ent Date Russell Keith Summers Print Owner/Agent's Name r,,, q0,LN- ula lo3 Signature of Notary -State Florida Date uno. n...n..n.nn.................. LAURIE PELLEGRINO nur Comm# DD0232804 a° sWAS Expires 7M&2007 8 Bonded thru (800)432-4254= Florida Notary Assn. Inc a......................................:.....i Owner/ Agent is _X_ Personally Known to Me or Produced ID t l Si ture of Contractor/Agent Date 61 a 1"s i Print Contractor/Agent's N 1- h-IDW a la3 Signature of Notary -State Florida Date LAURIE PEE LEGRISVO Comm# DD0232804 Expires 7/16=7 p Bonded thru (80O32.t25a4 s..» Am.. Inc Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: 4-1 `o4 Zoning: Utilities: FD: Initial & Date) (initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit #: 5 Date: Ail3 Job Address: Yoe _I U Description of Work: SINGLE FAMILY RESIDENCE' Historic District: Zoning. Value of Work: Permit Type: Building Electrical Mechanical X Plumbing_ Fire.Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/AlterationChange of Service Temporary. Pole Mechanical: Residential X Non -Residential Rep lacement New X (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 or Commercial Occupancy Type: Residential X Commercial. Industrial Total Square Footage: Construction Type: VI :# of Stories: # of Dwelling, Units: 1 Flood Zone: X '(FEMA form required for other than X). Parcel,#: ( A'ttach Proof of Ownership& Legal Description) Owners Name & Address Maronda Homes Inc of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA`WAY SANFORD, FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person:1auIie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Tomas Ponce Phone: ( 407) 321-0064 Address: 4005 Maronda WaySanford FL 32771 Fax:_ (407) 321-3913 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 priorto the issuance ofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand ,thata separate permit must be securedforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES; BOILERS, HEATERS, TA NKS, and'' -AIR CONDITIONERS,, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing inform construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT all applicable laws regulating informationisaccurateandthatallworkwillbedoneincomESULTINYOURPAYINGTWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR,NOTiCE OF COMMENCEMENT. F NOTICE: In addition to the requirements of this permit, there may be additional restrictionsla pp icable to ibis property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such s ter management districts, state. agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property: of the requ re e is of Florida Lien Law, FS 713. Signatur r/ efit Date Russell Keith Summers Print' Owner/Agent's Name Siature. of Notary -State f Florida Date nonseei. ovenunoeevnvnev.a.o.eKn.aQ LAURIE PELLEGRINO IM!,' N . M mill OD0232504 crvy, Expires 7/18/200'>• MAMA sg Bonded thru (800)432-4254 Florida No ry Assn Inc a.quuu..w.uu.ouu...ou....c a Owner/Agent is._X_ Personally Known to Me or Produced ID a Signature otContractor/ Agent I Date GARY CARMACK Print Contractor/ Agent's Name Signature of Notary -State o on, "Date y^ro. noossovsvnumebvn...... uuv.......a m LAURIE PELLEGRINO rMsCanm#.ppp2g2gl1q11E) Oms Vlfl200I'Bonded thm ( 800)=-4254: Soso iii Florida llotary, ottae .sin., Inc a. Contractor/Agent is _X_ Personally Known to Me or, Produced ID APPLICATION APPROVED BY: Bldg 1 -0 VZoning: Initial '&Date) ( Initial & Date) Special Conditions: Utilities: FD: Initial &, Date) ( Initial & Date) . U. tL 0 LL oa d 0 ce W -4 100 W W N II2YM i==tL 0 Z Zwog fro MARYANNE MORsi , CLERK OF CIRCUIT SEMINOLE COUNTY AK 05199 FAG 1645 CLERK'S # 200 RECCIRDED 02117/2004 12:59:13 FM RECORDING FEES 6.00 9, EWRDED BY S O'Kelley MARYANNE MORSE, CLERK OF CIRCUIT COURT COURT SEMINOLE COUNTY BK 05167 PG 0624 CLERK' S # 2t_)+;A017304 RECORDED 021/0412-004 01:45:35 PX RECORDING FEES 6.00 RECORDED BY L Woodley NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with `Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PRgRERTY (Legal Description and Street Address) Lot 58 WHEATFIELD L'R; Subdivision: CEL General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, .1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road Suite F, Orlando, FL 32810 Name and address) GEM IFIED COPY SURETY (Bonding Company) MARYANNE M.ORSE Name and Address N/A CLERK OF CIRCUIT COURA n.uvio r rtt!!N FLORtDE Amount of Bond LENDER 1 Name and address Bank of America, NA, 750 S. Orlando Ave. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644 2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kam.Pf Title, 200 W. 1st St., Sanford FL 32771 Fax: 407 330 5062 Phone: (407) 322 9484 In addition to himself, Owner designates ( Name and address) or to receive a copy of Lienors Notice as provided in Section 7.13.13(2), (b), Florida Statutes.. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) Russ LL iCEIT SU I IERS Maronda Hom-'s, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of JANUARY, 2004. Notary Public LAURIE Pm i F.,.. ' vv,up„ ExPires 7/16.11007 Bonded thru (800)432-4254: f:::................... Florida Notery As-_, I_ i CLERK OF Cikt.UI'T SEP 191 E. GrAjl r 04 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERP IT Lot: 58 Subdivision: CELERY LAKES Property Address: 11.3 !i HEATFIELD',h,l x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ED 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.5. 553, Part 5). c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. Fx h. Square footage table showing footages: Garages/Carports 402 S.F. Porch(s)/Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,422S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Fx_1 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. X 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Thursday, January 29, 2004 SIGNATURE: k By Owner ©r A rized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 58, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. a w 1- Z cn a w J i Q I 59 N 189'38'17" E 1130. ' 25.00' 00' 5' DRAINAGE ESM'T . s CONC. iAro o DRIVE PQoP FF= 21.17 e c PROPOSED WINCHESTER 'A' j 4 BEDROOM o 9 0. rn i b i 5' DRAINAGE ESM'T 5.00' N 89'38'17" E 130.00' 57 SCALE: 1 "=30' SURVEY NOTES: T 1) The street address of the above -described property is 113 WHEATFIELD CIRCLE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida' Statutes. REVISIONS: CERTIFIED CORRECT TO: F C K THE ';SURVEYING, INC. R. BLAIR KIT TJER -1 P.L.S. NO. 3382 Post Office,Box 823, Sanford, Fl. 32772-0823 2000 PROJECT NO: 04-1O17 rSURVEY DATE: '` I r PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 58, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. a w o z Ln a w U in j 59i , i N 89'38'17" E 130. ' 25.00' .00' 5' DRAINAGE ESM'T 61,00, ( n nn'i o 1 CONC. .o O c j DRIVE PQoP FF= 2117 e PROPOSED Q y ; WINCHESTER 'A' o c , U I rn 4 BEDROOM o s0. M U1 O 5' DRAINAGE ESM'T 5.00' O N 89'38'17" E. 130.00' - I ' i i 57 i'--- - SCALE: 1 "=30' i . C17Y SURVEY NOTES: a `' 1) The street address of the above -described property is 113 WHEATFIELD CIRCLE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: R. BLAift XI7NEfF2` - P.L.S. NO. 3382 Post Office'''6ox 623,;..,Sanford, Fl. 32772-W23 o "( 407) 322-2600 i PROJECT N0: 04407J"D] SURVEY DATE: I i EVANS GEOTEC' H'TpAL,& CONSTRUCTION MATERIALS TESTING GEOTECHNICAL SERVICES, INC kFELD REPORT ON IIV PLACE DENSITY TESTS --"' ......-.._..-_. -_ __ I.5Z PROJECT: C " S l /.3 e..,, CLIENT: I'1ti kvrv-v- DATE: AREA TESTED: h u. 4 n o'c-j TYPE OF TEST:-ASTM D-2937 DRIVE CYLINDER METHOD 95% SOIL COMPACTION REQUIREMEN MEETS REQUIRED DE SITY: Y S TECHNICIAN: AWE r. TEST LOCATION cw ¢ y .' # PROCTOR PERCENT £' DRY ' a FIELD *` s,BASE`', F w TEST'^ s VALUE- COMPACTION ` DENSITY MOISTURE t( THICKNESS DEPTH d* J c Plc j, r PlAel cl V 64,e 7.7 OS-4 REMARKS: 0 PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 0 PHONE (386) 804-6958 0 FAX (386) 774-2182 0 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75952 DUILDING PERM u° COUNTY UNIT ADDRESS: TRAFFIC kiNE:'___ JURISDICTIOM: 06 CITY -OF SANFOR SEC: ___ T PARCEL SUBDIVIGION: PLAT BOOK: -^----*--: ^-/7------------i---- - C7 OWHER NAME: r '------------ ADDRESS: /_/\i K4k 17. 4 APPLICANT NAME: /} ' — ADDRESS: /\ LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE O dwl unit 705.00 1 $ 705.00 ROADS COLLECTORS NORTH ~O dwl unit 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit 1,384.00 1 $ 1,384.00 AMOUNT DUE 2,285.O0 STATEMENT - RECEIVED BY: i/ [SIGNATURE DATE: ___ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** , PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF F6ES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, ° TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPAWCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. . PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTIQH WITH ISSUANCE OF A*** FAMILY BUI'DINGPERMIT******************** 4~ " w FORM 60OA-2001 n FLORIDA ENERGY: EFFICIENCY CODE FOR BUILDINGCOSTCTIO Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WINCHESTER Builder: Address: WYle)d Civ, Permitting Office: City, State:3000 R., Permit. Number: Owner: Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 3004 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 276.0.f? 0.0 ff b. Default tint 0.0 ft, 0.0 ft, _ c. Labeled U or SHGC 0.0 ft2 0.0 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent ft2 - c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft2 _ b. Frame, Wood, Exterior R=11.0, 1194.0 ft2 c. Frame, Wood, Adjacent R=11.0, 278.0 ft2 d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ft2 _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit Cap: 34.0 kBtu/hr SEER: 12.00 _ b. Central Unit Cap: 28.8 kBtu/hr _ SEER: 12.00 c. N/A 13. Heating systems a. Electric Heat Pump Cap: 35.4 kBtu/hr _ HSPF: 7.40 _ b. Electric Heat Pump Cap: 28.8 kBtLvbr _ HSPF: 7.50 _ c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons EF: 0.92 _ b. N/A c. Conservation credits HR- Heat recovery, Solar DHP- Dedicated heat pump) 15. HVAC credits PT, CF- Ceiling fart' CV -Cross ventilation, HF- Whole house fan, PT - Programmable Thermostat, MZ- C-Multizone cooling, MZ- H-Multizojae heating) Glass/ Floor Area: 0.09 Total as -built points: 32833 PASS Totalbasepoints: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: r DATE: 11 aQ(0L _ 1 hereby certify that this building, as designed, is in compliance with the Florida En rgy Code. OWNER/ AGENT: IA,IL Q 4 DATE: aq o Review of thr; plans and specification3 covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. o za' S74 o irG0 WF I BUILDIN+G'OFFICIAL.°1ar:r,l 1, ILL; - 1.vai c c v V iV.L: DATE: on: FLRCPB v'3.30) FORM 60OA-2001 a SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , . PERMIT #:, BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points 18 3004.0 25.78 13939.8 Single, Clear W : 1.0 13.0 10.0 57.68 1.00 574.3 Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.7 Single, Clear. W , 1.0 15.0 20.0 57.68 1.00 1149.4 Single, Clear E 1.0 15.0 20.0 63.97 1.00 1274.5 Single, Clear E 2.0 14.0 10.0 63.97 0.98 629.1 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear W 1.0 6.0 20.0 57.68 0.97 1119.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8, Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear E 1.0 6.0 20.0 63.97 0.97 1241.6 Single, Clear E 2.0 7.0 36.0 63.97 0.80 2044.4 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear E 1:0 6.0 20.0 63.97 0.97 1241.6 Single, Clear S 1.0 16.0 16.0 48.22 0.99 766.8 As -Built Total: 276.0 15327.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points ". Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior, 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 . 2268.6 Frame, Wood, Adjacent 11.0 278.0. 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM Points Type Area. X SPM Points' Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Vallue Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Tol`.al: 1663.0 4689.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 167.0(p) 31.8 5310.6 Slab -On -Grace Edge Insulation 0.0 167.0(p 31.90 5327.3 Raised 378.0 3.43 1296.5 Raised Wood Adjacent 11.0 378.0 1.80 680.4 Base Total: 6607.1 1 As -Built f4otal: 545.0 4646.9 EnergyGauge® DCA Form 60OA-2001 EnergyG:auge®PFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 l SUMMER CALCULATIONS Residential Whole Building Performance -Method A - Details a ADDRESS: , , , PERM IT #: BASE AS -BUILT INFILTRATION Area X BSPM Points Area X SPM Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 61985.2 Total Summer X System = Cooling Total X Cap X Duct, X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 61985.2 0.541 1.079 x 1.150 x 0.85) 0.284 0.950 9611.5 61985.21 0.459, 1.o79x1.150x0.85) 0.284 0.950 8141.5 58101.2 0.4266 24786.0 61985.2 1.00 1.061 0.284 0.950 17752.9 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugev',)/RaRES'200:1 FLRCPB v:3.30 77-1 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 3004.0 5.86 3168.6 Single, Clear W 1.0 13.0 10.0 13.25 1.00 132.4 Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7 Single, Clear _ W 1.0 15.0 20.0 13.25 1.00 264.8 Single, Clear E 1.0 15.0 20.0 ` 12.37 1.00 248.1 Single, Clear E 2.0;: 14.0 10.0• 12.37 1.01 124.5 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear W 1.0 6.0 20.0 . 13.25 1.00 265.6 Single, Clear W 1.0 6.0 16.0 13.25 1.06 212 5 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5 Single, Clear E 2.0 7.0 36.0 12.37 1.02 455.9 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5 Single, Clear S 1.0 16.0 16.0 9.90 1.00 157.9 As -Built Total: 276.0 3503.2 WALL TYPES Area X BWPM Points Type R-Value Area X, WPM Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 167.0(p) 1.9 317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 0.20 75.6 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total 392.9 11As-Built Total' 545.0 1097.9 EnergyGauge® DCA Form 60OA-2001 Energ yGauge®/FlaRES'2001 FLRCPB ,.3.30 FORM 60OA-2001 INTER CALCULATIONS, Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM Points Area X WPM Points 3004.0 -0.28 841.1 3004.0 0.28 841.1 Winter Base Points: 7799.3 WinterAs-Built Points: 11175.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit HeatingPointsMultiplierPointsComponentRatioMultiplier, Multiplier Multiplier Points DM x DSM x AHU) 11175.4 0.551 1.068 x 1.160 x 0.87) 0.461 0.950 2923.5 7799.3 0.6274 4893.3 11175.4 11175.4 0.449 100 1.068 x 1.160 x 0.87) 0.455 1.083 0.458 0.950 0.950 2346.7 5270.0 EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®1FIaRES-2001 FLRCPB v3.30 i 3 FORM 60OA-2001 WATER HEATING & C®DE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT a WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 1 FCODEC®M PLIANCE'STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 17753 5270 98.10 32833 PASS O4I$E sr1T Yco EnergyGaugeTA4 DCA Form 60OA-2001 Ener 3YGauge®/FIaRES'2001 FL ZCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPI IANrF rW9:1' C1 1QT COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. CHECK Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilin=606.1Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the erimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-sto Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 nTNF'R PR=Cr010T1110 ZMCAcuor!C' COMPONENTS SECTION VI GA%'=VU=U WY C111 reSlaences. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar, heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have.a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 . Err erg yGauge@/FlaRES'2001 FLRCPB v3.30 ENERGY PEF ANCE LEVEL EPL) t SPLAY CA ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 34.0 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 12.00 4. Number of Bedrooms 4 - b. Central Unit Cap: 28.8 kBm/hr 5. Is this a worst case? Yes - SEER: 12.00 6. Conditioned floor area (ft2) 3004 ft2 c. N/A 7. Glass area &type Single Pane Double Pane a. Clear - single pane 276.0 ft2 0.0 ft2 _ 13.' Heating systems b. Clear - double pane 0.0 ft2 0.0 ff - a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft2 0.0 ft2 _ HSPF: 7.40 d. Tint/other SHGC - double pane b. Electric Heat Pump Cap: 28.8 kl3tu/hr 8. Floor types HSPF: 7.50 a. Slab -On -Grade Edge Insulation R=0,0, 167.0(p) ft c. N/A b. Raised Wood, Adjacent R=11.0, 378.Oft2 c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft2 _ EF: 0.92 I b. Frame, Wood, Exterior R=11.0, 1194.0 ft2 _ b. N/A c. Frame, Wood, Adjacent R=11.0, 278.0 ftZ A d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DI-1P-Dedicated heat pump) a. Under Attic R=19.0, 1663.0 ft2 - 15. HVA.0 credits PTA b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF- Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft - M/: C-Multizone cooling, b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft M7-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Dl ate: rAddress of New Home: City/FL Zip:. O TSE Sz.4l, um u r C0 wE NOTE.- The home's estimated energy performance score is only availal, zle through the FLARES computer program. This is not a Building Energy Rating. If your scoreis 80 or greater (or 86 fora US EPA/DOE EnergyStar °'designation), your home may qualify for energy efficiency mortgage (EEM) incentives; if you obtaina Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 c,r see the Energy (3auge web site at. www.fsec. ucf edu for information and a list of certified Raters. For inforrr-.ation about Florid.: z's Energy Efficiency Code For Building Construction, A contact the Department of Community F" LRCPB v3.30) Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Reynolds Distribution Model Number(s): I "x4" and 1" x3"Aluminu'rn Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-93 90 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg., City of Ss 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Age,ncy Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West. Melbourne, City of Winter Park, City of LP 3/26/02 CY, rUFY Created on 02J04102 Page 1of2 I NORANDEX PAGE 29 G A A d 4 d vn a . CAULK TOP OF MULL 10 X 3/4" TER SCREW - JAM OW ix3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) WINDOW 5/8" JAMB 10 x 3/4" TEX SCREW CAULK BOTTOMOFMULL PRECASTED SILL SEE CHART FOR FASTENERS 3/8"MIN. WINDOW HEAD FLA_ 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. " MAX CAPACITY lx3 MULLION (XFLA--26-1) 1x4 MULLION ()FLA-39) 1-- -- WINDOW SILL r3/8"MIN. 3/4"MAX SEE CHART FOR FASTENERS - MANUFACTURER N.AMF, * O an/7i F y MASTER FELE # "7 - NOTES_ 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T6, OR 8063 T5.. CHARLES .A p,. 2) OwNEACTHEREEEIS ONE GLE LEG, THE TJPCONI/4 CONSHALL1HE+) FL. REG. ENG.. # 49121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3J21/02 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI AT28DAYS. 4 z NORANDEX PAGE 30 NUTES: 1 1) ALL Al OR 60( 2) WHEN I ON EAI PLACEI 3). CONCRI AT 28 CRARLES FL Rm. DATE i CENT" I MANUFA TE1i DW SILL SH HEAD DW SILL 3H HEAD NORANDEX : NAWePAGE .24 ,,1 L _ Q 4 • 3%1610 x 2-3/4" TAPCON THRU i BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SE TYP. I BY BUCK 2) #10 x 1-3/4" FH-SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 2) VO x 1 3/4" PH-SMS BUCK WITH 1-1/2" MIN. E _ SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK ONAL 11.1.976" 99• 6115 IY 75.5- i3) 53 4 WOOD BUCK 12e' Be• 645 63.825 (2.6) 84.6 No./.IN PAR&11'1'gE3p RlD1 CALL SIZE WH)TH C.S.W.I STEEL HEMP. ALALL10' PANELS U60.0 D.P... O AS RE UIREDIL TYP. JAMB. SECTION RM SHIM ?SHOWN) MUDD TRACK AS REQUIRED I BY 2 BY BUCK2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. + NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4•. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• OR T6 WITH TYPICAL WALL THICKNESS OF'0.62" . 3 USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGE 2 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS ><_ pCHARTS, AND MAY VARY DEPENDING ON SIZE.. B 5) THE RESPONSDBILIT.Y FOR SELECTION OF NORANDEXPRODUCTSTOMEETANYAPPLICABLE'LOCAL.LAWS, HUD DDIG CODES, ORDINANCES . OR: OTHER SAFETY CTION BEUTWN G OWNEROR CONTRACTOR. MENTS REST SOLELY WITH THE ARCHITECT, 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI rv-1 1-- AT 28 DAYS. lOR V CUES 1 4- TEMPERED GLASS HART LOAD No. OF No. OF ANCHORS ANCHORS bC011 S11INTIG CLASS DOOR COMPARATIVB ANALYSIS CHART 1PINpOB No. OF No: OF Q ^Y r psp DE4[CN LDAD DIb1EHSIONS CAPACITY-PSF ANCHORS ANCHORS aGaNEADk SDI IAMB D4cuts POSITIVE NHCA HEAD 8 Sul FRAME JAMB46 48 90 8 24 B 201 66.7 -T.4 147.976' 66.7 BB.4 24 8 67.5 24 8 152.750' 68.7 77.4 16 P4 8 6 S 57.5 IB 8 111.m' 8D' 88.7 83.8 Ifi B57.6 18 B 75.5' 31 66.7 838 16 fi8.7 88.8 26 B 128' so, 68.7. 78.3 20 e A 4fi ID 8 83.625 I 6) 86.7 7tL8 10 9 45 90 10 201'-1 147.876' 80 80 96' 80 O Q 8 _ 10 18 10 98.6' sD 60 4) 80 80 16 IO46.8 fi36 E4 10 e 10 1fi2.760' 86.3 66.9 24 0 Q 66.4 10 111.3T6• 76.b• Be' 60.7 71.3 I3) 88:7 73.B 18 18 1p 10 56<.6 64.5 2EO 70 10 10 LEB' 89.826 g0• 65.9 66.8 2.6) -TO.7 86.2 E0 f0 1D o PANEL- Sm IN FEET. 2) 3/1CO 10 TAPCON OR MIAMI STEEL REINF. DADE APPROVED CONC. FASTENERS. o q a A ALL 10• PANELS SEE ELEVATION FOR p 60.0 D.P. N e ANCHOR SPACING. eyZ. m I a:- Q EO r=i 1/4" SHIM MAX U 3 rvro tmip. aco mm Q h i ANEW. o. ros// c X X PANEL v ,* u_ _ TM X X X PANEL PANEL PANEL PANEL 01 0 a y oya 0 u a n o 2BY2) ry;CLL IIEVkmH (4BY2) TmcAL nzyumit C h V V 4 I NORANDEX PAGE 23 2 1#10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR WITH A 1-1/4" MTN. EMBEDMERNTIUCKINTOBMASONRY.O ) SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FR-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. LL OPTIONAL 2 BY WOOD BUCK 2) #10 x 1 3/4" PH-SMS INTO 2 BY BUCK WITH 1-1/2" MIN.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL a Xxx XXXX ALL. 30 6" x 591/2 " 53.3 55.8 10 16 18 6 361W x 50/2 " 49.8 49.8 12. 18 22 6301q" x .791/2 " 49.7 49.7 10 16 20 8 36 %j" 'x 791/2 " q 5 45 12 18 22 g SERIES 500 ALUMINL•iM SLIDING GLASS DOOR ALL. OPERABLE PANELSFASTENERCTiART CENTRAL MA B-0-A.F. 2) 3116"0 x 2-3/4" TAPCON OR MIAMI A( T.. ' i x WOOD BUCK DADE APPROVED CONC. FASTENERS. EWIDTH /) f hR "'^3 Z 1 SEE_ ELEVATION FOR MUDD TRACK AS REQUIRED 1 BY 2) 3/1870 x 2-1/4" TAPCoN OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES. 1 SHIM AS REQUIRED; MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL, WALL THICKNESS OF.0.62" 4 3) USE HIGH :QUALITY CAULK BE IC WINDOW FLANGE.: GLASS THICKNESS BASED ON TABLE E1300'GLASS CHARTS; AND MAY VARY DEPENDING ON : SIZE:, . 6) THE RESPONSIBILITY FOR SELECTION OF. NORANDEX PRODUCTSTOMEETANYAppLICAHLELQCAL.;LAIVS, BUILDING , CODES,. ORDINANCES OR OTHER`SAmi r REQUIREMENTSRES''SOLELY WITH THE.ARCHITECT, BUILDING ' OWNER `OR CONTRACTOR: 6) CONCRETE COMPRESSIVE STRENGTH - 3,ODO PSI AT28DAYSO 1- 4 A W O G1 co b ti 2BY2)( 4BY2) rmsg --Mod a y o u a NORANDEX PAGE 22 10 X 1-3/4" P.H. S.M.S W/1-112" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Daum 10 X 1-3/4" P.H. S:k:S: _ EMBEDMENT NOTES:MIN. SEE ESEEELEVATION FOR ANCHOR SPACING. 1) :SHIM AS REQUIRED, MAIL SHIM STACK 1/4". 2) ALL ALUMINu-M;;EXMUSIONS ARE ALLOY 6063-T5ORT6. H. WALNAIlTY WINDOWS OF OFLANGE. 3 USE .HIGH .Q CWlft MEHINICAL. D4IGLASS: THICKNESS -WED ON TABLE E1300 GLASS yp DOUR CHARTS, AND. MAY VARY DEPENDING ON SIZE, 5) THE.:RESPONS11iILITY ;FOR SELECTION OF NORANDEX PROiICTST43`.11EET ANY APPLICABLE LOCAL LAWS, BUILDING. -CODES; 'oriDINAN(tES .OR OTHER SAFETY kZ8T.'SOLE) ou1REQUIRE NTS Y WITH THE ARCHITECT; BUII1)71IG :01fNER -DRt'CONTRACTOR. a zCB) NOTE `* lNQICATES ' THAT E UAL . FASTENERS AT HEAD` AND :S1CS .ARE. REQUIRED. o 0 a ALT. FIN ATTACHMENT 04 UNDER SHEATHING lI 10 .X 1-3/4" P.H. S.M.S. CENTRAL FLOR.IIMA 1&0i.A.F. W/1-1/2" M. EMBEDMENT SEE.. ELEVATION. FOR A M NMA. ANCHOR SPACING. \ MASTER Fn& # 3 4I MAX TOP AND BOTTOM) Aoue s HEADER AND SILL SECTION W/lol/21 MIN4 EMBEDMENT ` f:' cHAR3Es: A, _ SEE, ELEVATION FOR FL. REG.- 'NG.''If 49121 WOODFRAMEANCHORSPACING. DATE:.. 3/Q7/Q' OW SIONS WINDOW FASTENER. SCHEDULE N HEIGHTNHEAO. ANCHORS- 3LLBN0. JAMB INCHES) E TE60 y 35d5PSF pSF P5F 35 45 60 PSF PSF PSF C,) W C ti • •xi 222* 2 2 2 25" 3 3 2* 2+1 2 2 2 2 q 4+ q O 2 2 2+ 2 3 3 2• 2 3 3 37-1/4" 2 2 2 2 3 3 3+ 4+ 3 3 3 3 M E[w" 49- 6/6' 2 2 2 20 3Ng 3 3 3 3 3 - 3 d GI 3 3 3 3 4• 3 3_ 3 2 2 2 2• 3 N' 4 d d d 1 W O.G I F ETAIL- A y D' DETAIL-- C W DETAIL /% S of a14 v. z ttq 2 NDRANDEX PAGE 10 G 10 V ._. a i." W/i-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 Ch U v U 750 TYP Dove ^ zxa LA-40 415/416 1.500 9 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" 6IIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI tG rrEE # ALT. FIN ATTACHMENT .. # 10 X 1-3/4" P.H. S.ILS. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FORUNDERSHEATHINGFORANCHORSPACING. 1/4' MAX - SHIM (BOTH WIDTH TYP. JAMB SECTION WOOD FRAME WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WIDTH INCHES) HE INCHES) HEAD%SILL 6ENOTE45 JAMB S5 PSF 35PSF PSF PSF 18-1/B" 2•2 2 3B-25" T22 2' 2 2 2 2IB=B" 2 2 • 2 3 3 25-I2" 37-1/4" 2 2 2• B 3 3 366" 2 2 3• 2 3 3 52-1 3• 3 3 3 2 2 2' 3 3 3 2 2 3 3 3 36" _ 2 52-1 8" 9 3 3+ 3. 3 3 18=118" 2 2+ 3 3 4 62" 2 2 2 2• 3 3 4 36" _ 2 3 3• 52-1 2• 4 4 5 76-3/4" 2 2 2 2• 4 5 52—i 8" 2 2 3' 4 5 2.437 NOTES: i SHIM AS REQUIRED,.MAX S 2 ALL ALUEdINUM HIM STACK 1/4". EXTEXTRUSIONSARE ALLOY 6063—T5 OR T6. WITH TYPICAL .WALL, THICKNESS OF 0.62" c I-" . IL10 X1-3/4" P.H. S.M.S. 3) USE HIGH QUALITY CAULK .BEHrND WINDOW FLANGE. W/1- 1/2" MIN. EMBEDMENT 4 GLASS THICKNESS'BASED ON TABLE E1300 GLASS SEE ELEVATION FOR CiiAi21$ AND MAY VARY DEPENDING ON SIZE. x ANCHORSPACING. 5) THE RESPONSIB[LPPY FOR. SELECTION OF.NORANDEX PRODUCTS TODING - MEET ANY APPLICABLE LOCAL LAWS, COM REQIUIREMENTSRESTDSOLELYSORWITHOTHERTHEARCHITECT, HEADER AND SILLSECTIONBUILDINGOWNERoRCONTRACTOR. CHARLES A PA ' l2m. 6) NOTE +INDICAIES=;:THAT' EQUAL FASTENERS AT WOOD .FRAME FLREG. ENG. J. 4912L HEAD AND SILL ARE REQUIRED. DATE: 3/27/ 02 UAX UNIT RDTH xe.D e. e' uAx A1L— ADETAIL— C pyp SASH DETAIL= B . } Yiz NORANDEX PAGE 21 3//16" TAPCON WITH A MIR. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX. SHIM STACK 1/4". ANCHOR SPACING 2) ALL ALUMINUM EXTRUS a IONS ARE ALLAY 6063—T5 ALL THICKNESS OFTSWITHTYPICALAULK. a 4 3) USE HIGH QUALITYORBEHINDWINDOWFLANGE4) GLASS THICKNESS BASED ON TABLE E1300 a ' • a . GLASSCHARTS, AND MAY VARY DEPENDWG ON SIZE. 5) THE'RESPONSIBH;ITY FOR SELECT1W OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, 1 BUILDING CODES;ORDINANCES* OR°'OTHER SAFETYREQUIREMENTS .REST SOLELY WITH THE ARCHITECTBUILDINGOWNERORCONTRACTOR. . 6) A PRESSURE TREATED WOODEN'BUCK:OR MARBLESILLSHALLBE .ADDEV UNDER THE PRODUCT TO H FULLY SUPPORT .UNIT.. 'THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPL[EDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH 3.000 PSIAT28DAYS. ALT. HEADER SECTION 8) H TE • INDICATES THAT' EQUAL FASTENERS AT Tom. 2 BY BUCK UOW .O.A.F.• SAS' TAPCON MANUFACTUM NAM: W/1-1/4` MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING) IlasP4Ni r ( MASTER F ---- a • d CALL SIZE WIDTH I TIBYBUCK O2 BY BUCK HLMTYP. JAMB SECTION TH JAMBS) I 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARL.ES FL REG. ENG. # ,4912i DATE: 12/i /01 10 F.H. SALS. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS' WIDTH HEIGHT HEAD SILL SEE NOTE 8 JAMB INCHES) (INCHES) 35 45-00 35 45-60 PSF (PSF) PSF PSF 19—il8" 2 2s 2 2 26_y2- 3 2•— 2 2 53-1 8" 3 3 2 2 19—I 8" 2 2`_ 2 3 26-1/2" 38-1/4", 2 2* 3 37" 2 2 g4 2 3 69-1 8" 3 4--_2_ 2 3 2 2• 3 3 26-1/2" 50-5/8" 2 2s 3 3 37" _ 2 3' 3 3 53-1 8" 3 4• 3 3 19—i8' 2 2+_ 3 4 26-1/2" 63" 2 2• 3 4 37` 2 3 3 4 53-1 8" 3 4' 3 4 26-11 2" 76-3/4- 2 2' 3 4. 37` _ 3 4 53—i 8" 4 24* 44 Yl2 6 u ETAIL—A z DETAIL—C d' DETAIIrB W A W oA co CQ I fzc; INORANDEX PAGE 9 3/16' TAPCON WITH A OMIN. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A A A E. x Cwh W, x 1~ fq Ul NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5ORT6WITHTYPICALWALLTHICKNESSOF0.62" . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE4) GLASS THICKNES5 BASED ON. TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSI&LITY.FOR SELECTION OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLY .SUPPORT UNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIED 7) BY OTHERS). COATNCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION ze DAYS. TYP• 2 BY - BUCK 1.500 L f 10 F.H. S.M.S. WITH A MIN. 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR F 3/16" TAPCON - W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. e d I a i 1/4" SHIM - MAX (BOTH SEE NOTE 6 QNTRAL FLORA & 0_4 4ANUFACTIMER Nam' MASTER SIZE WIDTH N * a MAX UNTr WMTH SAD TllL e' p n• _ i BY HULK © 2 BY BUCK AIL -A TYP. JAMB SECTION V/ 1 BY 2 . BY BUCK 10 F.H. S3LS. W/1-1/2' MIN. EMBEDMENT DETAIL-C SEE ELEVATION FOR ANCHOR SPACING. CHARLEASHSAPAGP.E. FL REG. ENG: F' 40121 DATE: 3/21/02 a o S// DETAII_B M I A M I-DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 14IIANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLEa BUILDING BUILDING CODE COMPLIANCE OFFICE ME:IRO-DADtl FI.AGI.Mt (3UII.l)IN(; 140 WI:S1' FLAGIXJt S•1.10:1 f, St1I Ili 1 Gc),; MIAMl,FLOIZIDA 331310-1563 305) .,75-2t)U 1 FAX (3U5) 375-290S C:UN•I'ILIC.'t0R I-IC:ISNstNC til:C,"1'IU\ 305) 375.2527 FaN (3U5) 375-2555 co riz,u"roizt:Nr()!tc PUS) 375.2966 FAX (305) 375-29t)s PKUDIXX CO. I)!1'1sIU\ 305) 375.2902 FAX (305) 372-6_139 YourapplicationforNoticeofAcceptance (NDA) o1: Entergy 6-8 S-W/E Inswing 01),Ique Double tip•/sidelites Residerttial Insulated Steel Door under Chapter S. of the Code of Miami -Dade County govcrnin the use ol'Alternate Mtiterials and Types of Construction, and completely described herein, has been recotrlmended for acceptance by the Nliami-Dade County Building Code Compliance Office (13CCO) tinder the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such 'product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by. BCCO that this product or material fails to meet the requirements of the South if Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 ,r EXPIRES: 04/02/2006 Raul Koan-ucz Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AiND GENERAL CONDITIONS BUILDING CODE &TRODUCT REVIEW COMiNlITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06105/2001 Francisco J. Quintana. R.A. Director N- liami-Dads: County I3uilding Codo Compliance Oflicu So45DOOI\ pc2000\ltemplates\notice acceptance cover page.dot Irttcrnct trail atltlresx 'Itostm:tstcru builtlin cnticntilinc.com lfo111eIm ;c: htth:/h ti.buildirr cotJtunti'nc com Premdor Ehtry Svstems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES AI)ril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE - 1.1 This renews the. Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noticc of *Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter ?3. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter-v 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidetites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance Nvith the following documents: Drawing No 31-1029-EW-I., Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood, Frames with Bumper Threshold (Inswing)," prepared by manufacturer, • dated 7/20/97 with revision C dated 01 /I 1 00, bearing the Miami-Dadc County Product -Control approval stamp with the Noticc of Acceptance number'and approval date by the Miami-Dadc County_Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applicatiogs of pair of doors and.single door only, as sho«vn in approved drawings. Single door units shall indh).dc all components described in the; active ieaf of this .approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless. unit is insuilled in non -habitable areas where the unit and the area are dcsi-ned to accept `vatcr infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance Jlh the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit Nviil require a hurricane protection system. 6. LABELING i.l Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed instillation_ 6.1.3 Any other documents required by flit Building, O icial or the South Floriduilding Codc SFBC) in order to properly cvaluatc the installation o ii s stcnz. Manuel crcz, P.E. Product Con rat xaminer Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED : JUN 0 2001 EXPIRES April 02 :zoo NOTICE OF ACCEPTANCE: STANDARD CONDITIONS. 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data., engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'eomect installation of the product. d. The. engineer tvho originally prepared, signed and scalcd the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in the materials, uses a-nd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee.) and grantcd by this office. 5. Any of the following shall also be grounds for removal o,f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Noticc of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at* the job site at all time. The engineer needs not -reseal the copies. S.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages I, 2 and this last page 3. END OFT HIS ACCEPT NCE Manuel tcc rez, P.E., Product Contro - . irnincr Producntrol Division 3 Ile, x P LONG StAPLCS . eee more D xAI r'4' MAX 17 1/2' MAX D.G SFActNG PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES'WITH A BUMPER THRESHOLD (INSWING) 149 1/2• 37 1/4- MAX MAXMAX MAX MAX4' NAX 9' MAGI9XMAXMAXMAXXMAXMArt7 I/2' MAX 1C, SPACING 17 1/ ' MAX SPACING17 LO.G1/ MAX SPACING rtl% + ov.io f)< DDDR 1 CAC 1WSI1C quit 0.6• TO € qIi• LDCK I S 1/E H2' X64•I111 _11 MA% DLO 0 AI¢ wr Kim" PINIArCr 1 19'D.'l9.00 15• D 19• DL IS' OCISDG 11/1;' WMMN [MBCI4[Mf i I HAX HAX HAX HAX HAX HA%HAXMAX 5• MAX MAX X VD' • r LOG SI-LCS Tee KIrcATTACH ASTRAGALTHROWBOLTBBXVLONGSTRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 X 1 3/4• HOLES FLATHEAD SCREWSNOTESITa W000BUCKSBYOTHERS. MUST BE ANCHOREDeB % ! 3/4 LONG PROPERLY, TO'.TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TOLx INSVING Rx INSVING QUALIFYTHEFOLLOWINGINSTALLATIONS.A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHEREDOOR SYSTEMISANCHOREDTOAMINIMUMTWOBYAPPROVEDASCCvI.,R<-,ulnr„e STRUCTURAL WOOD BUCK. aournFL INC. MASONRYORCONCRETECONSTRUCTIONWHEREDOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK. 3. ALL ANCHORING SCREWS TO BE 910 WITH weCDOE PROOU tNITROLOPASION BUILDLI.•. COCECCL-PUAJJCEOF,,-. MINIMUM 1 1/Z' EMBEDMENT INTO WOOD SUBSTRATEOR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITSSHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INFO MASONRY. OVERHANG SUCH THAT THE ANGLE BEIVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNITMUSTBEINSTALLEDWITH 'MIAMI-DARE COUNTY TO SILL IS LESS 1WW 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON•HABITABLE AREAS VHERE THr UNIT AND IFE AREA ARE DESIGNED TD5. THREE STAPLESPERSIDEJAMBINTOHEADERONSIDELITESACCEPTVATERINFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR, a DACEomli MO01r1eAilUti 11AWN 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LfATSuL uw(ELTR1L I L : Awl P r I he-r es JAMBS AND SIDELITES. ECIBdDM UEESS NII[B, SI1 CDrL RVE ADO "O IwCRow mwiUfAI(PXS umm7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE Ie VIs i p r.ORNERS ARE COPED AND BUTT JOINED. OR I1 - - 1: Zk , N.LS.B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST P, M IY Y YS MS 31-1029-EW-I INHIBITIVE PRIMER PAINTWITHADRYFILMTHICKNESSOFD.B TO 1.2 MIL. suet ULI9. FRAMES SHALL BEPRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ TyEs SHEE7 l F S VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF D.B TO 1.2 NILDYEUT. DESTGN PRE U A N • VHERE VATER INFILTRAfIOR QUOEN[ IS NEEDED X VHERE VATER IMFILTRAIIDN REQUIREMENT IS NOT Nun P X t px 1/4' SHIti MAX 4 9/t6' 112' GLASS BITE I INTERIOR J/4• 1 INSWING OTHER CONFIGURATIONS 37114. MAX 111 (.,• GLAZING DETAIL MAX 1 4' MAX 4Maz TLLIAHSA TEVDX ; RaeE LATEX CAULK El'ER"", XXO MAX MAX112' I "Ax ! 77 t.z• INTERIOR . Max 9 ON a 1/8• TEWERED GLASS APPROVEDAS CO.,.IFLYIN& 1WTH THE E I rlSOUTHFLllGli:LKE 101[L Iw_ R B WHIM) QjlRHUIWINGCODE 11111A ut[EX74 S1l mc(.it., R.Ks r Juh PIOLDIVISIONCODEc;m1PLW(CE OFFICE 1XL MU N i $ 0AMEPTAPxE7:'Do7-o3/y.zy m IL T 2 OF 6 Sf6D1 t[il(X C M0 1 I. Of AT c I rc r 2 BY WOOD BUCK 1 1/4.' IIr 5 80 11/16' MAX INTERIOR 79 5/16' EXTERIOR MAX 1 3/4, 4 1 1/4' EN.F SECTION B-B IiEH N0. BESCRIPTIUN ,. PART` NUHBCR COMMENTS WOOD HEAD. JAMBCV-14 1 1/4• X 4 9/16' HTL. TO BE PINE OR [Ol1IVALENT 3O COMPRESSION WEATHERSTRIP ALUMINUM W- LOCKSCREEN BRAND Ox$ a ) 650 (R N ASTRAGALW - PREMDOR BRAND OR EQUIVALENT- 5/8',ALIJMINUM ASTRAL 4ALUMINUM -BUMPER THRESHOLD EW-15 PREHDOR BRAND OR EDUIVALENT - 1 1/4'.x 4 9/16, 5T01` CHANNEL CV-08 - PREHDOR BRAND - 1 llllb' - 20 GA STEEL 7 T KIN 26 go. LD17 10]1 ION In )Bll n o— 1 RY 06NT1S I O a[ Qli BTO?I B 81' 9 P Y THA AM f-ORF BASF FOAM - DENSITY 2.0 TO 2.5 lbs./f i BOTTOM CHANNEL EW-07 PREH_O13R BRAND - 1 11/16' - 20 GA STEEL ID WOOD LOCK BLACK EW-09 4- X 9 1/2' MIL. TO BE PINE OR,EOLIIVAL[NT STRIKESTILEEW-06 15/16' X 1 11/16' MIL. TO BE PINE OR EQUIVALENT 12. HINGE STILE LOCK PREP FILLER PLATE EW- 05 15/16' X 1 11/16' MTL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE EV- 10 PREHDOR BRAND - .050' THICK- MIL. TO BE POLYETHYLE u EV- 16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STET IS 00D HINGE JAMB 91D x 3/4' F.H.W.S. 1 1/4• X 4 9/16' HTL. TO BE PINE OR EDUIVALENT 4) SCREWS PER HINGE INTO DOOR 16910X2' F.ILW.S. VS 11 11 (ll 11 H JAN TNT S L I JAN , HAxIB' I].G THEREAT TER ID) SCREVS THRIX)GM STRIKE JAMB INTO SIIELIrE "L 4• DOWN rRDN XB• U.C. THEREAFTER - TOP, 6) SCREVS THROU )) EACH SIDELITE JAMB INTO SIDELItE. 4' DOWN rmx MAX15' UC THEREAFTER. 17 311 A6• PTH TA°@$ VrAIF IBI 18 j/?, x DKxr REFER TO ELEVATION VIEW, FOR IFOF SCREWS USED AND LOCATIONS, 9IDXF.H.W.S. 19 ' BB x ' FHV.S, S. 2) SCREWS PER HINGE- INTO JAMB LOCKSET 2) SCREWS AT EACH STRIKE PLATE 1 B10 X 1 3/4' FHW.S• KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK. WOOD SIDELITE JAMB 2) SCREVS PER HINGE INTO JAMB 22 X 64' SINGLE PANEL GLASS EW- 19 1 EV- 20 - r 1/ 4, X 4 9/IG' MTL. TO BE PINE OR EQUIVALENT . ULYPROPYLEN EDGLASSNPFRA - DC-1 43 - am SIDELITE TRIM ( WOOD) EV-21 A T P RGLASS 5/16 x 1/2' 'HTL. TO BE PINE OR EQUIVALEN WOOD CASINGWOOD1/ B• EW-22TORPHTL. TO BE PINE OR 11 ONIVALENT - ITEMS HOLDIMGS U SIDE BYSIDEJAM11VASMILLLIOMSSIDELITEHEAD JAMB WOOD IV- 23 t 1/4' X 4 9/16• HTL. TO BE PINE OR EQUIVALENT SIDELITE BASE POLYPROPYLENE LITE FRAME EV-24 . 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT DC-1643, 0DL-2 HP Potypropylene by ODL HIS X 11/2' `RAN .HEAD SCREWS 18 PER FRAME SC v i SIDELITE STILES PIN EV- 26 15/16' TD xCE D 14 1 AFI R X 1 11/16' HTL TO BE PINE OR E01.11"LENT NAIL 3/ 4' LM NAIL, 4• IN TRDN CUD. HAT B' BL )IERArTER, USCG ON RALDTS AND I DOW SILICONE # 99S 1-1 I7 APPROVED ASj= IPLYBIG % VITH THE SOUTH FL DATE M PnollutpNTm DIVISION BUILDING CODE C06!PLLW,CE OFFICE ACCEPTANCE No. P 1-O 31 Y. Zy LIHITS KISS NOICD, CRAG : - BE NQi iTTRU51@Ts IQIL[ SS NOICO, SIB Can. IRi B DADE COUNTY HODIFICATIONS vu/BT JD A DDED PAGE 5 (DOOR OPTIONS) I0-1-98 1 R LNIiINF LIRR[VISI[MS I BAIC I BY NkDA RJ[ rrfpslwENTRYSYST MS PAR LiBAHC• R SLAL[i B-BT 31-I029- EW-I PIITSBIIRG, KS 66762 A SHEET 3 OF 6 R[VIS101 L[ITCR x . BY WOOD BUCK 71/4' SHIM MAX 3/4' I . INTERIOR 79 3/16" MAX 80 11/16' MAX 2 BY WOOD BUCK =/ SCCTCN C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-1 SHEET 2 OF 6 I-1 1/4' DOW SILICONE 4995 APPROVED AS Co1,PIYING 9HTH THE souTH.)WQ As DINGCo By Jf UUNN Pi(00' i 1rmoL DMsioN . DUILDING CODE CO15PLIANCE OF ACCEITAIME No. 0I'031Y Z.4 D DADE COUNTY HDDIFICATIONS I/ l/61 JD MATFRIAI VAC Poo YCTYRf NF 1D RS RS LIHIIi IDALSS WILD, IRAC D[( . EXIMI NS UM CSS NOICD, STa Li)Nl. TlL'iADDEnA Lip ADD sCREVr To LITE FRAIC L MATERIAL usT RLVISf(915 z-1e-77 DATE K.-- RY DR. BY DAiC — _ PODPR ENTRY SYSTEMS911E [TEERSON PAR I r r v DFI ITr ¢-c> AILI 31-1029-EW-1 PI I ISM B. U762 SHEET . 4 OF 6 REVISION IEITFR n nTHER DOOR .'CONF IGURATIDNS 111111 ' a>IIr w m. :t a:.cJ urn t la•° u• ..:' f• W r.W 1 rrae r nc. u t c a e•c I II 1/(• wat _ I 1 1 1 It 1? 4t 4* cc vaw 44P p n Ilrlr b ka K y > c Ir >(J„tay y W '11r 1 1 • 1'1 1 1 1 ny w W YI Sri` L-8 u W O! arc Ir >[ roc rapt r: ° y Q trY w R`P e s•.u'c n I. 0 CM LNaCly C a• i SuiL I>p[11>nG 1 Ir au LIHI(S lBb,CSS NOIC6, fRAC. B[C N X(RUSI[BIS I1td.CSS (®(CB. Sld flFtL.1RT APPnut cD AS COk4PLYltLG %VTH THE soumFnin avawxsCODE BTD,TL JJUU o pREMD EBY aRODv r . NraoL Dr.sioll 911 C. JCrrCRo BUILDING CODE CojLt LANCE OFF FIl1S8fJRG is 66 ACCEPTANCE No. 0 /- O3 ( y, 2xx J YISI@1S ( BT 31- 1029-EW-I SHEET 5 OF 6 pfvlslrp( rnrcR 1 OTHER DOOR PANEL STTL ES36" MAX 79 /16°' q0 cl Dp Bob MAx 6 N Q 0 do 1100 ®® 0 b 0 0 0 on 000 an Aoo 1113 D4 DaBLANKTOP6-PANEL 4-PANEL 9-PANEL 10-PANEL -PANEL FLUSH 8-PANEL CR°SSDUCK 12-PA 4-PANEL © ° 4-PANEL 1 5-PANEL 5-PANEL 5-PANEL 5-PANELOTHERSIDELITESTYLES EYEBROW W,SER°LLr EYEBROW fYEORpWV /SCROLL 36" rMAX lul79 SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-50B SL-69A SL-690 SL-69C SL-25 SL-55 SL-30 SL-40 SL-90A SL-9DB SL-90C SL-30D SL-30C SL-70 SL-80C7D Oq q no oq ®a P-1 PD-2 PD-3 q q Q [] QPD-4 PD-5 PD-6 PD-7 PD-0 PD-9 PD-ID PD-11 Pp-12 PO-13 PD-Id PD-15 PO-16 PD-17 V PD- W F 101,01 o o tYh A19PD2DPO-21 PO-22 PD-23 b < '` PD-24 PD-25 PD-26 PO-27 ggPD28PO-29 PO-30 PD-31 PO-32 PD-33 PD-34 IT Ift- L EESSs iaUsrt [DCL Ini N& INLINt I R.. LIZ R[vISOUtS MI r o Doc ` PART lrA1:PRENOpR VUUR OPT oo0 000 000 0 o IONS d PR NDN ENTRY SYS EMS art Ste, • PD-35 PD-36 PD-37 PD-39 PD-39 PD-40 PD-41 PO-42 PD-43 PD-43A PI115 yE 7t;2 3 SH OETPD-43B 6 OF = .6 2Ev151110 UrIft d w M I A M I-DAOE PRODUCT CONTROL NOTICE Or ACCEPTANCE Prerrtcior Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 1 tIAt1II-D ODE COUNTY, FLORIDA METRO -DADS FLAGLER BUILD.I,\'G BUILDING CODE CDNIPLIAN CE OFFICE Mli1720-DADr; FLAGLE'R I3UII.I)INCi 141) 1v1iS'r rt.Acimin S'1'Itlili C, sUrl'1: ) GU 3 MIAM1, Fl,mtIDA 33130-15(3 305).375-2901 FAX (305) 375-29M UU`r'C'kC'1'U1t [,ICI S NC; SEL"r1U1 305)375-2527 C:U\flblC't'UttENFORCE 111C,\'f 3I15) 375-2`I6G F,l.\(.tUt)37t.yU I' RUttt;CI' CON I.W)I, DIMS!( Your application for Notice of Acceptance (NOA) of: (3os)37s-''`'n'- I:L\ (305)373.6a.79 Enter- gy 6-8 S-W/E Outswing Oi)agtle Single w/sidelites Residenti.11 Insulated Steel Door under Chapter S of the Code of Miami -Dade. County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade CountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration -date stated below. BCCO reserves the right to secure this obsite or manufacturer's plant for quality productormaterialatanytimefromajcontroltesting. 1f this product or material fails to perform in t}te approved manner, BCCO-nay revoke, modify, or suspend the use ofsuchproductormaterialimmediately. BCCO reserves the right to revoke this .approval, ,rif it is determined by BCCO that this product or material- Faits to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the nlanufacturcr. 1CCEPTANCE NO.: 01- 0314.21 EXPIRES: 04/02/ 2006 Raul Icoar guez Chicl'Product Control Division THIS *IS THE COVERSHEET SEE ADDITIONA1, PAGES F012 Sl'ECIFIC`AND GENERAL CONDIT10,1S BUILDING CODE S PRODUCT REVIEW CO-NENUTTEE This application for Product .Approval has been reviewed by the BCCO and approved by the Building Code and.ProductReviewCommitteetobeusedinMiami -Dade County, Florida under the conditions set forth above. APPROVED: 06I0-5/ 2001 X_111t42 Francisco J. Q( tilltana, R.A. Director l llanlI- Dadc County Building Code Complialtcc Office 1L-04S0001\pc200011temp1ateslnodce 2cceptance cover page.dot Ill ternet mail address: (tostrnastcNu ltuildinht uticortlint.cUm ti(lntena!te: llttua/tt'tt'.builrlinurnrtrnnlinr_cnrn Premdor Entry Svsterris ACCEPTANCE No.: 2OI-0314._ 1 APPROVED JUN D 5 L1_ 2L EXPIRESEXPIRES Apri102 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. 1tapprovesaresidentialinsulateddoor, as described ill Section 2 of this'Noti-ce of Ac-ceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DodoCounty, for the locations where the pressure requirements, as determined by SFBC Chapter ?;, donotexceedtheDesignPressureRatingvaluesindicatedintheapproveddrawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Sinbld Residential Insulated Stec! Door withSideiites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets .I through 6 of 6, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames will, Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29%97 with revision C dated01115101, bearing the Miami-Dadc County Product Control approval stamp with the Noticc of Acccptancc. number. and approval date by the Miami-Dadc County Product.Control Division. Thcsc documents shall hereinafter be referred to as the approvcd drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingle door only, as shown in approveddrawings. 4. INSTALLATION 4.1 The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Fvill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of tile approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked. to show the components selected for [lie proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con rol •xamincr ProductControl Division Premdor EntrY SvstcMs ACCEPTANCE No.: 0I-0314:21 APPROVED EXPIRES JUN ADril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S I . Renewal of this .Acceptance (approval) shall be considered after a renewal application has been Gledandtheoriginalsubmitteddocumentation, including test supporting data, engineering documenis, are no older than eight (8) years. 2. Any and all approved products shall be permanently Iabeled %vith the manufacturer's name, city, state, and the following.statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnotincompliancewiththecodechanges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all Vile requirements of this acceptance, including the correct installation of the product. T d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 1. Any revision or change in tlSe materials, use, a md/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by thisoffice. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acccptancc as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. If any portion of theNoticeofAcccptanccisdisplayed, then it shall be done n its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The enginecr needs not reseal the copies. Failure to comply with any section of this Acceptance shall be cause for ter iiination and removal orAcccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Cc tro Examiner Produc " ntrol Division 3' 4' MAX r 15' 'MAX O.C. A 15' MAX I-'KLMJJUK .. CLN 1 EK(jY MAND) WUQD EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD OUT.SWING) 00' MAX 4' MAX MAX 4' MAX — --4' MAX' 3' MAX 3' MAX 3' MAX- C 14' 3' MAX MAX B, MAX 4' MAX 14' MA MA MAX I 15. I MAX l MAX—aJ 43 1 /16' TOP OF DOOR TO 4 OF Ll1CA KVIKSET DEADBOLf MOBIL -2 SCRICSO11HAA'L1JI DEABBOLI _ MODEL 029' 2AX DLO 31 3/16• i MOBEL log ON 11NGCS I % . 15' MAX O.C. MAX•,, JA6- AX MAX-" 1" MAX MAX MAX 15' MAX r is' IAA: 14) PER EADHLNSILL. fbBPEREinNOALTERNATE-. 3/16' PFH IAPCOKS 1 1/2' MINIMUM EMBEDMENT NOTET5)LES A'©D ll/16' 4 MAX NOTES 3' MAX_ I — 3' MAX 3' MAX —{ I — 4' MAX WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' X: MAX 4' MAI 3' MAX MAX b T" MAX ROPERLY TO TRANSFER LOADS TO T14E STRUCTURE OB x 1 3/4' F.I-I.W.S THEPRECEDINGDRAWINGSAREINTENDEDTO3JPERSloEFROMNALIFYTHEFOLLOWINGINSTALLATIDNSWOOD FRAME CONSTRUCTION WHERE DOOR JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD t1 `( PENING. MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LH 061SWING DOR SYSTCk IS ANCHORED TO A MINIMUM NO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE 3OR SYSTEM IS ANCHORED DIRECTLY TO CONCRCTE vNCRE VAICR 1161LTRAtIR1 WHERE VAICR IHFILIRAfIDv RMASONRYWITHORWITHOUTANON -STRUCTURAL DUIREMERt ISCOCD a REOUIRCIiCRi IS H01 NEEDED 4E ,BY WOOD RUCK I { v + + ALLANCHORINDSCREWSTOBE110WITHX NIMUM11/2' EMBEDMENT INTO WOOD SUBSTRATE MA PFH TAPCCNS WITH 11/2' MINIMUM EMBEDMENT a LINIIS SHALL DC IRSIALLCD ONLY At LOCATIONS PROfECIEO BY A CAMPY OR TOMASONRY. UNIT RUST 8E INSTALLED V1rH 'HIAMI-OADE COUNTY SUCH OVERHANGTHAI 111E ANGLE BETWEEN THE EDGE Or. CANOPY DR OVERHANG PROVED' SHUTTERS TO SILL 15 LESS 194H 45 MMES. UNLESS UNIt IS INSTALLED IN AND IHE AREA ARE OESIKD'tD Loll ' 1HSTAPLESPERSIDEJAMBHEADERONSIDELITESACCEPTVATER lUrLtRAIIOK D DOOR. THREE STAPLES PER JAMBB I 10-HASITAOLE AREAS VHERE THE N10 BASE ON SIDELITES. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE HBS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JANBS, AND SIDELITC BASE Imes 0VCLt.K zL RNERS ARE COPED AND BUTT JOINED. naaaa uLm 1DI0, tti OM t DOORS SHALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST r IIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 09 TO 1.2 MIL. FRAMES SHALL BE PRE-PAINFED WITH AN ACRYLIC LATEX VATER-BASED/ MD IP,Y Mli TER -REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF DB TO 12 MIL W L ZTM AR Q Y APPROVED A3 CO%1°LYING R7I1 i Inc UTH F( gr%BUILDING CGCE By J PROCL• T C NRDL CP.lS;:Vl U 6UILM40 CODE COIJPLIANCE GPFiC= ACCEOTANCEN0.01- CJ: Y. 2 f 1020-EW-4 SHEET 1 0;. G SYDa tzmi GLAZING DETAIL 112' LASS BITE 8 CLASS eY"AX -- SECTION A Yu T S W I N Cj OTHER CONFIGURATIONS 68 7ft• NAX APPRoro AS CW pLYWC rATH THE WSOUTH LKH f' 0 F t106Ub 6SiM ill mtL N BY PgODU T 1TADLOMLS ot1 R MD RY , BUIloWS COOfi C:7C7PliiJfCE OFFS Alt 1Hi. ACCEPTANCE Ho. 01o 31 V. L1 BI8 6: 1-1020-EW-0 SHEET. a or 6 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX I 1 1 3/4' r- SECTIDN B-B eAXI NUM110. COMH[FIrS NUUD -HEAD JAMB EW-lZ I I/4' X 4 9/16' MTL- 10 BEgm 10JRIVUIVALCNTcoMPRES$IpN WEATHERSTRIP u. q p 4 R N RAN XS E NOUO STRIKE JAMB W_ 1 1/4' X 4 9/16' MIL. TO BE EQUIVALENiALUMINUM -BUMPER THRESHOLD EV-13 PR[NDOR BRAND OR EQUIVAL4' x 4 9/16, TOP CHANNEL LW-05 PREMDOR BRAND - l 11/16' STEELSTKNZ6ulT1DN -9W) 'i u uan201aa'rYAMFAMRBASFFOAM - DENSITY 2.0 TO 2.5 Ibs./FBOTTOMCHANNELEW-04 PREMDOR BRAND - 1 11/16' WOOD LOCK BLOCK STECLEV-OB I- X 9 1/2, HTL TU BE P II STRIKE STILE EW-07 Wv- UIVALENi 15/16' X 1 11/16' MTL TO BE PINE OR 12 HINGE STILE- EW-06 EQUIVALENT 15/16' X 1 11/16' MIL. TO BE PINE OR 13 LOCK PREP. FILLER. PLATE p9 liEQUIVALENTPREMDURBRAND - .050' THICK- MtL 14 HINGE EV-15 TO BE NE HAGER BRAND HINGE OR EUUI'VA NTLE SICK 15 WOOD V000 HINGE JAMB A10 097 THICK <STEEUSTEEL) 1 1/4' X 4 9/16' MiL TO BE PINE 16 x 3/4' FJiW S. A10 X OR EQUIVALENI 4) SCREVS PER HIND INTIT DOOR INTERIOR 17 2' FJ{yrS• U HYS Y/MINBtAt i t R plEnl (Q 6) SEREVS TIp2pUGll EACH SIDEUiC JANB INTO SiDELIIE, 4 DDYN FRO)i1OPwuIS• aG THEREAFTER 18 V PTH IAPOTTi vnIpllTld I SIDELITE WOOD STILE REFER TO ELEVATION VIEV, FOR a OF S[REYS USED AHD COEntI0N3 19 AO x 2' F H NS. EV-07 15/16' X l ll/16' MTL TO BE PINE OR EQUIVALENT tUCKSEi 2)-SCREWS AT EACH STRIKE PLATE 010 x 1 3/4' FHN.S. KWIKSEi BRAND 200 L CK OR HARLUC BRAND.100 LOCKc5) SCREVS IHIMGH HINGE NWe IH70 SHIELIT[ JAHe, e' 1nivN T. MAX IB DG THEREAFTER TfP HAX 8' Q S IURMFTERIKE .IAMB INTO SIDELITE JANB, 4' IIM FRi K T ly 4) SCREVS IHRDUpI EACH HINGE INiO MW ,pyre WOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS EV-iB W-19 1 I/4''X 4 9/16' MTL TO BE PINE DR EQUIVALENT1EEGLASINPOLYPBDPYL SlDEL1TE TRIM (WOOD) EW-20 FRA "P - -1643 - 5/16 x 1/2• i1p0D CASING WOOD SIDELITE HEAD JAMB EW-21 MTL, TO BE RINE OR EOlI1VALEMTI!B' x P ntL p p,r Eow yALCN - r ARC HpL NGS USCroR "SIBS BT SIBE JAC, ' A$ HULLIQIIS WOOD SIDELITE BASE EW-22 . I It 4' X 4 9/16' MTL iO BE PINE pR EOUJVALENi POLYPROPYLENE WE FRAME EV-23 C-1643, DDL-2 1 1/4' X 4 9/16' MTL. TO BE PiNE OR EQUIVALENT HP Polypropylene by UDL 06X11/2' PAN HEAD SCREWS 18 PER FRAME A[ r n 10XCEED11 D W SILICONE PIN NAiL 995 14' OC T AFT IWL. 4• IN rRTRI t719, Tuu e' ME IIER TOL USED IH 111LOQii Nrp TRm LxI iPiLL S NOr[D, IRE DEC OIIRUSfin. RfSS HIRED, SiQ ODHL.ROL, m 8 DADE EUMT MODIFIi:ATJIINS. Tnva1 17AIR DDED PAGE 5 (DOUR OPTIONS) 10-I-yn J APPRtP AScouFLYRIcvAn)TFIE goEHFiT) R71{R[4. E BR Di -RE eARr_. H81He: iL iIEY1511RS - DAIE IT BY PREMD SFMS YMYPRO . 4TROL DMSION BOIL - MC OD EC061PL4}NCEOFACE 90 L JEriERAR1 - PIl1SBI1RG, T,S.66762 A 31- 10 2 0 - E W - 0 03) Y. CCEPTANCESHEET OF 6 ANOQ1z,1 S REVISIrvi LTrTER B 1/4" _SHIM MAX 3/4' TERIOR I 79M "'. AX 80 11/16" IMAX 2 BY WOOD BUCK - SECTInN C-C 1 1 / 4' EXTERIOR PLEASE SEE "GLAZING DETAIL" DRAWING 431-1020-EW-0 SHEET 2 OF 6 1 1/4" DOW SILICONE 4995 Mli THE SOUTH F —,yu^ ruTE u, r E MR8 reao., Tlso!wvlsloN 911 C :ICFl auteuiccoKcolaPuxNceoFFlr PI(T$6URG fEVIl TT i-io2o-Ew-O SHEET 4 OF 6. REVISIUNLEI " UT 0 \ 108• MAx 4' MAX— 4' MAx T NAz 3' NO MAx II I 17• MAx 4: MAX --IMr-13• 19' MAzaG Is- NAxaG Is. NAxaG 13, MAXaG 11Is• • Is 11 It 14, 6' MAX4- NAx 7' NAx MAx 4MAx 4' MAX E IUUNH I IUI J 68 314• NAx Mnx .. MAz 4' mx a MAX 3, nAx .: MAx 3' NAz N' X0 RUGY6TH THE(Juffa mllMAx &GU MFI(yj'[}y. U T E IR—TMAx ..!!VV!!ll n n{ .pqb( L W""x " PhROOU T^_ gTROL1?0;' 911 . LAX, 1 r6' X 31- 1020-EW- SHEET 5 OF 6 RCY13ON ([ TIER u I HLK .UuuK HANEL STYLES. S i MAX 9 /16" o n ® d 0 0 o Q 0 aa Lido MA¢ X ®Q 1 OQ la u nnn BLANK TpP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL4-PANEL OTHER SIDELITE STYLES 3or I I —MAX 79 1 0 M SL-10 SL-20 SL-30 SL-60 SL-30 SL-508 SL-69A SL-69D PD-I PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-D iloa PD-18 PO-19 PD-20 PO-21 PO-22 PO-23 PD-24 n nn Q d OQ p PO-35 PD-36 PD-37 . PD-30 PD-39 PD-90 PO-41 oa n® FLUSH 8-PANEL ERUS4BUCK I2-PANEL a -PANEL ° n d Q 5-PANEL 5-PANEL 5-PANELEYEBROWY/SCROLL ErEBRUv 5-PANEL V/SCROLL EYE BROV d Q 0 SL-69C SL-23 SL-55 SL-30D SL-40 SL-90A oQ ao QQ Q o P0-9 PD-10 PO-ll PD-12 PO-13 1 1 tii 111 (fill .i1 111 ((itt)j 111 1 I n [7 Pp-42 PD-43 PO-43A PD-43B 0 SL-90B SL-90C SL-JOB SL-3DC SL-70 SL-00 Fu 01Qa n PO-14 PD-15 PO-16 PO-17 12 d G cj le is z vV PD-31 PD-32 PO-Jh L 1 it 3PD-39 d JL if PREMD R N Y SYST M 9DE.ETTERSRI. PHIS a 66762 SHEET 6 OF 6 R[ Yal(1 [[il(Q sync WINDZ OAD SPECIFICA TION 0/08 altos APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENOS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI , 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL _ .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE cli PROFESSIONAL OF RECORD ..FOR THE BUILDING OR S,TRf-JdT-URE AND c,4 IN ACCORDANCE, ;,WITH;;P9RRENT BUILDING COpES-o• F0Rj T%;L"OA0S o LISTED ON.:ThtlS .Df AVbtG l <- a Approved:` 12 33.5 AODISON OR'; PENSACOU 'FL 4i2 14 FIORIDA' ,C T1FlnON I N0' GEORGU {' t&2T Fl ON NO_'D 8519 NORTH,. CAROUNp ,CE N' NC`0 3FT36 Date: 3'>y.5-7 0,. ,.• OPTION CODE.• 01`08 REV.- P 13 GA HORIZ ANGLE f 054" HORIZ TRACK 2) 1/4-20x9/16" TRACK BOLT & (2) 1/ 4-20 HEX NUT DRILL . 281 OR 9/32"0 HOLE IN TRACK FOR J8— US BRACKET ATTACHMENT 1) JB—US BRACKET LOCATED_ AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/ N 125139). 5/ 1.6x1-5/8" LAG SCREW AT EACH JB- US BRACKET 054" VERT TRACK 1/ 4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET Ulfy OF WM 9' x 14' MAX 44 PSF t 1 OF 4 TRACK END HINGE; TOP BRA CIKET RECUIREMEN TS 1 /4-2Ox9/16'• TRA, BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL. TOP BRACKET P/N 108077) 5) 1 /Y-LUXJ/ U TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE ao — 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 2) 1/4-20x5/8" TEK SCREWS QoL 'END HINGES 9. Q ° ZO GA ° l1—BAR WIDE BODY HINGE P/N SEEBILL OF MAT'L) to N aHAGE RH END HINGE NYLO - ROLLER P jN 270791) B0T ." BRACKET \ \ h• P/ H-2J0 54 LH- 2_103`55) \ TEK CREWS • f3/ N 100507 Approved. W. S. Wilson, P.E. J 3395 ADOISON OR., PENSACOL. FL 3'514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 3 - 5- o ( Lcu vh CENTER STILES) OPTION CODE' 0108 1 REV-- P WM 9 ' x 14 ' MAX 44 PSF 12 OF 4 U-SAR L OCA *TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN b 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN s 2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE 111eif!illfill. 'l^ai.';,,.. k Approved: YFS. Wilnon.• jf E r'f , n''""'' :; •'` ` +' 3395 AQ015bf1.OEZ P FLORIDA *CERTIFICATION NO. 004848 CE9RbiA EERTIF)OkTIO ;?+r ares 14 ORTH',`C, Roum CERTIFlGPON ND :p1313 5;": Dote 7, OPTION CODE l i(J1 REV.. P WM 9' x 14' M 1 OF 4 CENTER 5 TlL E- & IN TERIVEDIA Tl--- HINCE L OCA TIONS 8'-9 0. 0 0 0 0 0 Approved,: C <Z' W S. Wilson, P.F 3395 ADDISON DR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: - 0 1 OPTION CODE 0108. REV. P WM 9' x 14' MAX 44 PSF 4 OF 4 L--- - - I s 1. Wind Load Test Report Report 1# 0108P February 1, 2001 TES-,' REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E,330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 519" thick blocks - were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 t%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0 108P TEST DATE: January 25, 2001. Temp 640 F. PRODUCT DESCRIPTION: 1. Waynelviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8.. 054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and An Wers;:GAl8(QI27). APPROVED. OPTI0NSt.0,!!X . Based on ofhe&5ts de;nh CcKI !ale jt:,'.Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name:~ W. S..W'ason,: 3395. Addisor .Dr.-, P{,rlsacoka;.FE- Florida Cerf100 t8.48` ' '}: •• Georgia Cert No jt85t North Carolina Crr'Nd. 0`t 3 0Rx E COUNT' WILDING DV I.SION A. C0 rn rn N 6 Z Q a Wy agne alton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST. (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6' CENTERS) MUST OVERLAP TOP AND 80TH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN , ACCORDANCE WITH CURRENT BUILDING CODES FOR'`THE LOADS LISTED ON 13 GA HORIZ ANGLE f 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAC SCREW AT EACH J8-US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & . 1 /4"-20 HEX NUT AT EACH JB-US BRACKET 1) JB-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK I) JB-US BRACKET LOCATED Approved: _ ( 1 If ::: AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER w.Wilsajl, r a N_ (P/N 125i39). Q 5. ADQ1 O N prT. PEN1C0 FL 2514 - t, iv IFjRIdACERTI: A IbN) tW NaRTti W Date: ? FICAQN N0. •023B;x oPrioN coal REV. P1 WM 16" x 14' MAX, f27 -29 PSF 1 OF 4 TRACK END HINGE TOP SRA CKET REOUIREMENTS 1/4 20x9/16 TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES • TOP BRACKET P/N 108077) 5) 1/4"-20x5/8" TEK SCREWS P/N 141668) f j r F j ,\ 13 mil' , •b t"1 W , a ,., ' + y`aK`" ARROW BODY HINGE J cs' (4) 1 /4"-2Ox5/8, SELF -THREADING SCREWS TEK 1 CREWS xALLB" f END HINGES U'Y . 7/16" PUSH NUT Al EACHS AROLLER (P/N 243341) w 'LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS Zwi OR HINGES H! HIN 2" NYLON ROLLER W/ 4 1 /2" STEM P/N) 108135 0 0 WIDE BOGY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U-BAR RH END HINGE 3) 1/4"-20x7/8" Tr' C"nc%"c m m Approved: / y{1/2" L 20 GA CENTER ws. VA son, P.E. ' STILES 3395 ADDISON DR•. PENSACOIA4 FL 32514 FLORIDA CERTIFICATION NO. 0048489 9 BOTTOM BRACKET 16 GA END STILESGEOR(A CERTIFiCATON NO. 016519 \ NORTH CAROLINA CERTIFICATION NO. 023836 (P/N RH-270354 Date: 4'—.2 9- o & LH-270355) r OPTION CODE.' 0110 REV.' P1 WM 15' x 14' MAX, -1-27 -29 PSF 2 OF 4 U-BAR L OCA TIONS NOTE - MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3 20 GA 80 KSI U-BARS LOCATED AS SHOWN, 10'-9" THRU 12'=Y HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS ^ LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS j W/ (8) 3" 20 GA 80 KSI U-BARS I LOCATED AS SHOWN s I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE r:r;rrr;r/.x? i. Approved:.,l:- I' l 1 F, 1 3395;MDISON Oft`P£FL llcoL FG`3251S i.CEORCSA CEF 110. Ofe31 NOHhl wow Cf ii1,E1G110NaHT 02J836 O F ` r ;;. ° ti C 9 a "" ° 777 a 7 a ? ° q + e zDo"; . of .F=_ e.u. x•' _ OPT/ON Obrd tF;' r?1, ,;; `•`' REV P1 W&I 16' x 14' MAX, f27 -29 PSF 3 OF 4 CENTER STILE & INTERIVEDIA.TE HINGE L 0CA TONS 10, Approved: ORANGE COUNTY BUIL NV" DIV. W.S. Wilson, P.E. 3395 ADDISON OR.. PENSACOIA, FL 32514 R.ORIOA CERTIFCATION NO. 00484,59 CEORCiA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: ?-ZB—o( 0PT101V CODE.- 0110 1 REV P1 I WM 15' x 14 " MAX, 4-27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative6 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,,~•j h. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door: Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows fu11 movement of the product. Permanent deformation is measured with a 50% pre-load'before the initial reading.. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.cimum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation, calculates to .34 or 6% 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a'total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A 1 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 200 L Temp 71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller 'with 4.1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8.. 067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY S1IvfII,ARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have ;less loading at equivalent pressures due to the decrease in area. Doors heights are appT. to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division; Questiop•irid A s drs;GA18(Q127). S APPROVEa' OPTIOKS Based on o er tts b a ' uiG 'I {' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: R. F.. .:t FJ' ti i S (' c.Y li ,'. t: •< W. S. Wilsoii,h?, 3395 Addison.fir„coZ!; FLX514 Florida Cert t4 tt ) # 8 5 C, Georeia Cert No. 0Y E Elf-] cD C'4 Ln r" I Cl CV 6 z cx4a_ ayn MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 WAYNEMARK 8000 & 8100 RAISED PANEL APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGH MAXIMUM SECTION WIDTH 21" POS./NEG. 29.5 PSF SCC # Bz- bvCo MASTER PLAN NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE o TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK THE TEST.'' (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A iMINIMUM YIELD OF 57 KSI. I 2) 1/4-20x9/16" a TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE .BOTTOM SECTION. ( P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. e Approved: 5 " , W.S. Wilson, P.E 3395 AOOISON OR., PENSACO" FL 3251+ FLOR10A CERTIFICATION NO. 0046489 GEORGIA CERTIFICATION No. OI8519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 17— 2 9 -In I OPTION CODE-.- 0108 1 REV.' P 1 5/16x1-5/8" [V LAG SCREW I AT EACH JB—US 0 BRACKET o 054" VERT TRACK—.1 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRACK END HINGE; TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX`_] NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1 /4-20x5/8' TEK SCREWS P/N 141668) 1 MA 14 GA WIDE BODY HINGE i 4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) 2) 1 /4-2Ox5/8" TEK SCREWS 4 ALL END HINGES . Oo 3" 20 GA op. U .BAR sd\_WIDE' BODY HINGE P/N SEE BILL OF MAT'L) NYLON ROLLER r P/N 270791) BOTTOM BRACKET \ P/N RH-270354 — • LH-270355) • 3) 1 /4-20x7/8" TEK SCREWS P/N 100507 Approved:2:; W.S. Wilson, P E 3395 AOOISON OR PENSACOLA. FL 32514 FLORIDA CERiT1FICA110N NO. 0048489 GEORGIA CERMCATION N0. Ot8519 — 1:1/2" NORTIi CAROLINA CERTIFICATION NO. 023836 20 GA CENTER Date: 4 _ _9 P -O/ 16 GA END STILES STIES) OPTION CODE- 0108 1 REV.' P1 WM 9' x 14' MAX 44. PSF 2 OF 4 Im U-BAR L OCA TIONS NOTE: 12'-6" THRU 14' HIGH DOORS GA 80MAXIMUMSECTIONWIDTHIS21" W/ (7) 20 LOCATED SAS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN mP, ' ` 9'-0"`^ U 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 2) 1/4 20x5/8' TEK SCREWS ATTACH AT EACH STILE Approved: 2/ Ws. Wig,, P E 3395 ADDISON OR.. PENSACOLA• FL 32514 FLORIDA CERT11'iCAT10N NO. 0048M9 GEORGIA CERTnrklION NO. OIB519 NORTH CAROUNA CERTIFICATION NO. 02383b Date: T z 8 - of OP T/ON CODE- 0108 ( REV.- P 1 WM 9' x 14' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 TEST REQUIREMENT: ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized fora total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. ZODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. ` U— C 2. Exterior skin has minimum of .0175.. The minimum yield stress. is 33 KSI. TCp PLAN3. Standard bottom astragal and retainer. ` 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. -- APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to' 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b • e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. lme: W.S. Wilson, P.E. 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 r T rn C'4 d z a a ayne al tin MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 01 10 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX 'MOTH x 14'=O" MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SECTION WIOTH 21" NEG. 29 PSF , NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HORIZ T TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2) 1/4'•-20x9 TRACK BOLT & 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP 5/16"xt-5/8" LNAILEDON6° CENTERS) MUST SCREW AT EA OVERLAP TOP AND BOTH ENDS OF JB-US BRACX PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN . TRACK F 5.. TRACK TO HAVE A MINIMUM Je-US BRAC ATTACHME YIELD OF 33 KSI A653 G-40 6. 26 GA 3DOOR FACER STEEL TO 1/4"-2ox9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 1) JB-US BRACK[ LOCATED AT THE MIOOLE ( 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT T( SECTto REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" .VERT TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r 1) JB—US. BRACKET LOCAT Approved:5_ T EACH ROLLER LOCATI TOP BRACKET ROLL W.S. WilP.E.P.E.EXCEPT P/ N 12513 3395ADDISONDR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: j- z 9-01 OPTION CODE' 0110 1 REV-* EV. P1 I WM 15' x 74' MAX, +27 -29 PSF-1. 1 OF 4 TRA CI( ENO HINGE TOP BRA CKET REQUIREMENTS SCC # •, 02--,rD4 MASTER PLAN 1 /4"-204/16" TRACK - SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET - P/N 108077) 5) 1 /4"-2Ox5/8" TEK SCREWS P/N 141668) NARROW BODY HINGE in7T\ 4) 1/4"-2Ox5/8" SELF -THREADING SCREWS i \ (2) 1 /4"-2Ox5/8" \ 2" . NYLON ROLLER W/ 4 1 /2" STEM TEK SCREWS ALL / (P/N) 108135Q ® END HINGES ® Q i 0® ' I ®d h-• 1 WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 24-3341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U-BAR LH END HINGE RH ENO HINGE 3) 1/4"-20x7/8" rcv crocuic Approved: /./- ,S Y'-z_ / ,•• L 20 GA CENTER W.S. Wilson, PY_ v' STILES 3395 AOOISON DR.. PENSACOLA, FL 32514 FLORIDA CERTIFICA110N NO, 0048M9 ® BOTTOM BRACKET 16 GA ENO STILESGEORGACERTIFCATIONNO. 018519 \ NORTH CAROUNA CERTIFICATION NO. 023636 / (P/N RH-270354 Date: 4'-29- o & LH-270355) OPTION CODE' 0110 REV.. P1 WM 16' x 14' MAX, -f-27 -29 PSF 2 OF 4 kid U-BAR L OCA TONS NOTE: ' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (18) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN scc # MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN m I I 2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, P.E. 3395 ADDISON OR„ PE4=1A FL 32514 FLORIDA CERTIF1CKnON. NO. 004W9 GEORGIA CERf1F1CAMON NO. 0111519 NOR1N CAROLINA CERf1F1CXRON NO. 023836 Date: 9 -2g'- 01 OP77ON CODE-* 0110 1 REV- P1 1 WM 16' x 14 MAX, +27 -29 PSF I 3 OF 4 CENTER STILE INTERMEDIA TE HINGE L OCA TONS 1111ASTER PLAN 10' Approved: W. S. W13on, P.E. 3395 ADDISON OR., PENSACOIA FL 32514 FLORIDA CERTIFICA110N NO. 0048489 GEORGIA CER71FlC.1T10N N0. 0185I9 NORTH CAROLINA CE MF1CATION NO. 023836 Orate: T-.ZB-o( OPTION CODE- 0110 1 REV P1 I WY 16' x 14' MAX, +27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 60/.. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.•dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. RODUCT DESCRIPTION: SCC # 0,6006 1. WayneMark:Model 8000, 160, 4 section. MASTER PLAN2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width. of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height, tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q 127). APPROVED OPTIONS Based on o er test b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. blame: W.S. Wilson, P.E. -4( 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 0IS519 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL05801 58 113 WHEATFIELD L-AAPf,rC ORO-CEL WINA4 LEFT WINC ESTER A 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Truss ID Run Date Drawing [No. of Eng. Dwgs: 27 Reviewed Reviewed T I , 4 4_7F_!14 / I I I I Rnnf Loads - VT 4-11-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 A 3-21-03 Al 4-1-03 A2 3-21-03 Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 3-21-03 A5 3-21-03 A6 3-21-03 Floor Loads- A7 3-21-03 A8 3-21-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 3-21-03 B 3-21-03 131 3-21-03 B2 3-21-03 Total 55.0 psf H 3-21-03 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" H1 3-21-03 J 10-9-03 11 10-9-03 1 n °;y!.,l.Ir7. a "' rA, I-i-0701iv v J 1 A 10-9-03 J2 10-9-03 J213 10-9-03 J3 10-9-03 J3B 10-9-03 J4 10-9-03 J413 10-9-03 te INV.# DESC QNTY 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 4 DATE: JAN 3 0 2004 G z m zX i N Iry D D D D D D D D D — ODDSPACE CO_ '" CA)D D N rn coao N I I ODD S ACE — ODD S ACE 7-0 P CE LING I r, D, Z IJ4 L W co 00 _\ I _L CONVENTIONAL FRAMED ENTRY 17-8 _ 8-4 JOB NUMBER: WINA4 F DRAWN BY, 11y i DATE: 3-26-03 y J 1 i CUSTOMER: REVERSED PITCH: 6/12 fL.GK 12" NCHESTER A 4 BEARING: 5. LOAD: 33# psf J AN 3 0 2004 IJ4 L W co 00 _\ I _L CONVENTIONAL FRAMED ENTRY 17-8 _ 8-4 JOB NUMBER: WINA4 F DRAWN BY, 11y i DATE: 3-26-03 y J 1 i CUSTOMER: REVERSED PITCH: 6/12 fL.GK 12" NCHESTER A 4 BEARING: 5. LOAD: 33# psf J AN 3 0 2004 y r °,T l Saet rlelt ^sY1T 1701' 75 k l7SECi atO t Tact',you . Nr v;rra EenlonlaREPSONAnSAFE ,+Y-15I VVOL1/EDI dVhenl r, lrou*seehesr+syial?b l'B'CbMA'ERT4 HEED41;1'S= i w t'spp ++a 1 11t rr d II..Yl}+ y I s ! '; r vl ! 'e'n ert t t?il '. IVIESSA Er+ eEul ll {-l5 15 ti + I i > Il SG,t1,4r a,P N,ry7r{ti'1 f ' ct`I:., U,,,;t,. ^, +•:47L i., -,J.. 4q.1 . rw.1, - sr.. , ? . r PCAIJTIDN'" R`CA°°IJTJO I I adentlfses safe.operafing F, FIC 1i f a tf p } t^ ,d Ft Intl it r. f a} f.. C.S,uY;,! Is g.i try yM rrTsr tha 4ci. oFc11ds3dlcatesKIUIR5 afaidondlitionC69f W reS.121tsirot}personal erl u mr darr age fia sfir,actures ,aid IB_91 Summary Sheet COMMEN 11 ARY andRECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It istheresponsibility oftheinstafler( bOder, buildinocontractor, license d con tractor, ere cto r or ere ction contractor) toproperlyreceiye unload store handle install and brace melal plate connected wood trusses to protect life and property. The installer must exercise the same highdegree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE: 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved; be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TORAGE rassset, fnouitlnatbe r 1 roug erraln QP EEn as mud ,--could cause i tress CAUTION Trusses:stored horizontaiiyshoul¢ I be T'uss s stored kre€-slcaii r_snoe i b supported on biocking fio prevent ekcessiv. e IateTal , CAUTION r braced to prevpnt'toppling ortippin`s bendin 'aesserl moisture gain' DARNING Do not'hreaki andingluntll nstalla lon DANGER',Do not storeJbundlestuprtght t Eiess i begins Care shotxid 'be exerclspd In banding re r properly braced Do notbreal, IsanunEllbu€dles mov:al;to avltlshift n'"of=.Indlvduaittnussss is aceplacedl.In.a stable horizontal. osi%lon us;;+ ,1 { ';. ',' ' - ' ' •' ' + , ,, 4r`aDANGER ;+1 alkmg on trusse` swhlch;-are lying fiat WARNINv Do,mot317Gft:bundled trusses by the . +f + , s" + . i t } t' d r Is extremelytdangerous and should be strictly l 1 a ro Frame 1 Tag Line Wr,a,R ll'MiG Da,no llfi'stngie trtus es;w,iih spans,. 11111141VI r pswv;i, V! W; r j60* T ll'.!IN STALE W or less or less\ Approximately Approximately TagtrussI..tn ,/tr,.. lengh Line Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed -loop Strongback/ Spreader Bar attachment utilizing materials such as SpreaderBar slings, chains, cables, nylon strapping, ToeIn etc, of sufficient strength to carry the Toe In weight of the truss, Each truss should be set in proper position per the building 1 4 1 and held with designersramingpanApproximately I A ) proximately the lifting device until the ends of the 2/3 to 3/., truss length Vm to / truss lenqth truss are securely fastened and tempo- Greater than 60' Less than or equal to 60' Tag rary bracing is installed. Line Tag Line Strongback/ i X \10! 10' Spreader Bar cspFeaderBar — Toe In Toe In At or above m - height r Approximately 1/1, 10 1/4 truss length s lenath to ;/., truss Tag Tag I Greater an Less than or equal to 60' Line Line than I 60' F: 6. 1 7; P,, I C) nSUIL1NT_RK)R 0 U, N BaRA ING GE Typicalverfical lopchord,: F.r,6 Vj IN "I attachment I plan LET J Blocking 41. L 4 T G round brace ve rii.al (GRV) L C, 6 V Gr u: (; dlacc venialp ( GEV) Ground bra. e 1 diagonals (—D)-/ J Ar;- P Ground brace I('iL t, 11 1 14y / I{ 71f1J 5 i. V. hicnI ( GBV) ilJ Jllll../ r Ld/.;li Y I : A trut ital tie member with HT) 1' Iru— of b,a, cup of t,u..e E B) Frame 2 12 4 or greater DF - Douglas Fir -Larch SP - I southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Un to 32' 4/12 cv Over 32' - 48, 4/12 6' Over 5 , 51ver48' - 60' 4/12 Over 0, S e , registered engineer ver 60' See a registered professional DF - Doualas Mr -Larch Sp - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 0 x ENNXII-11 N P ITC. r= j 12 4 Or greater CHORE) C E : 1:1.1, CE i'i P 20 15 10 6- 7 4 ofessional engineer tiH - souin e rn rme SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Botton at eac s H . c I Ity . I I - r- I - w - I - - ' -- - Cro at sash end of he t,IbuNdir-r'Ll and, at 201, I' tut.. . . IV 7 C" 6'rM A e01 Permannt continuous lateral bracing qc as specified by the truss engineering. BE R ok" gFrame 4 Up to 32' 30" 8' 16 10 Over 32' - 48' 42' 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ax4/2x6 'ARRLLEL Continuous CHC3RC1 TRHIS.S 111 Top Chord Lateral Brace Required Top chords that are laterally braced can buckle together and cause collapse If there is nodiago- 10" or Greateri. naI bra sing. Diagonal bracing should benalied to the underside of the top chord when purling- - - are attached to the topside of the top chord. Attachment Required 2O1(DB t0 russeSi s sap- ltl2'o.c, 30" or greater I , diagonal brace' for cantilevered End diagonals are es entia1r16 I trusses must be stability and must be dupl c`alc placed on vertical both ends of the truss system. I webs in line Min i the support. I UU& RN9'NG F EQLEre$.E i ', . ' , ' s ver'p E•s ira al En€i Jc2 PARALLEL cH b D:I:TRUSS: JQ C H 0 R D Top chords that are laterally braced can buckle together— d c :use collap— if there isno diago. .sal bracing. Diagonal bracing should he nailed to li underside or the iop chard when purline I are attached to the lopaide of the "iop chord. i v 3 - Mi.. n braces la ec I` C, t fxH at ieast,w¢X7 ?,Alit I ttl I m rll c n a fUSSeS 1 J'1 4 JirIf t 3ss f l, `ry zrL{ End diagonals are a sttPalF#ar r "y t' Y T ' stability and must be duplicate>i op, both ends of the truss system.: Frame ammonda EoM cou . e uli< En , r CB' 9_tSStiS OE, I EJE dEnCES Continuous Top Chord Lateral Brace I. 1C" orGreater I I yi I AttachnnentRe. c,uired i T O ( DBs i u ssev ca` e : 2 i Trussesmust havelum- e beroriented in the hori- zontal direction to use this brace spacing: ur75 L Lr NTH. II lr nm.}k FF; .Tttir 5 .rl2E•r],i i'C o,f Gs',ta;xF r; W } , i..ir hI I ii ll 'I Ij,iu lvilrlli ji 1 TOPI; CHORD I I DIIaGOP1AL'BHACE lily pary+' MINI1MUMi ITT RALBRACE SPACING!(DBS) SPP hd PITCH 'I I i' ' SPA G1NG{1BS} [# 4rt! sesj SP. DF : 'SPF HF 1 11 ._ to 24' 311'12 S` 17 12 Over 24' - 42' 3/12 7' 1 10 _6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a re isterecf professions! engineer DF - Douglas Fir -larch SP - Southern Pine X,o hIF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. '' - I 1opr Pioror.9.naf.ar. laterr lly!'sra ec ranf+u:atl•; t<:ctanlwand cat..e Coilapme rth -ve irnodiegr.- ual bracrrly 11 iato n n I br asl rip shout try na ire:.a i(J ille rrll(ter,:ldc of thlu top chord when put lino S?r l3arcaR{schcd to the topside of the 4ut; chord. n 12 J 3 or greater r< s All lateral braces lapped at least 2 trusses. Con ltiuouF, I op Chord Laic=ral Brace -- RE) Irod 10" or G I e atel --_j A--` l— Attachment Required rtl INE litere tb tallQu t6 ese recort meneations could re cli in I & severe . el easel irtjlary Or e6anla ; tca tt a#Aes or blJiltkjng4. PLUNjEI Lesser of I y D,150 or 2" Maximum plumb Misplacement Line t;t i JJ50 G f) I 4G" i 4' _ 6 34" 1. 31 BOW Length L( in) U/ 60: Cft 50.1 114" 4.2' 100" 1 / 2" 8.3' 150" 3/ 4" 112.5' L (in) lesser of L'200 or 2" lkin L/ 200 L(ft) 7Oor V 16.7' 250" 1- 1 /4" 24.6' 300" 1- 1/2" 25.0' Fruy Saralord, FL 3Z771 (407) 321-0064 Fa (407) 321-3013 Date March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valleylrusses labeled VT-1 thru 100 are covered ender the general valley, sheet pravidedillthetrusspackagesi-ned and sealed lay the engineer of record. The connections are notIed on the structural info sheet of the plans. All criteria of the valley trusses are noted on the Igeneral sheet. 1f you have any questions please feel free to call at 407-321-0064. S Rh erely , Town s Ponce, P.E. xCar T."M _ LTIrif•l i L - Rl9 :k. i MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect lnformaUan,.specillmUons and/or designs furnished to the trues designer by the client and the correctness or accuracy of this information as it may relate to a spe- clac project and aompts no responsibility or exacises no control with regard to f brl®- tion, handling, shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated' as part of the building design by a Building Designer Iregistered architect or professional engmewi. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local bull oodles. local climatic records far wind or snow, loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads- The design assumes compression chards (top or bottom) are continu- ously braced by sbeathing unless otherwise spectled. Wliere bottom chords In lexnslon are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a - maximum spacing of IO`-W o-c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, err l otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrlcatorsball review this drawing to verify that this drawing is in conformance with the fabricatofs plans and to realize a continuing responsib(Itty for such verl- fieation Any discrepancies are to be put in writing before cutting or fabrication. Plain shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for light Uttlng wood to wood bearing. Con- nector ptato shall be located an both taco of the truss with nails fully tmbedded and shall he sym- about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long- A 6x8 plate is 6- wide x 8^ long- Slots (holes) run parallel to the plate length specified. Double cub on web mesnbexs shall meet at the centrold of She webs unless otherwise shown: Connector plate sizes see minimum sizes based on the farces shown and may need to be Inctcased for certain hand- ling and/ or ecectlon stresses. This truss Is not to be fabricated with Bee retardant treated - lumber unless otherwise shown- For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recarnme ulations are to be followed in accordance with "Handling Installing A Brad a HUB-9l. Ttvssesare to be handled with particular care during banding and handling. delivery and Installation to avoid damage. Temporaryand permanent bracing for holding [ noses In a straight and plumb pea- Itlon and for resisting lateral forces shag be designed and installed by others. Careful band - ling Is essential and comUon bracing is always requred.' Normal precautionary —U n for trusses sses requiressuch temporary bracing during lnstallatlan between ( noses to avoid toppling Rod dcnal— I ng. The supervision of erection of trusses shall be undo the control of persaz exp.d— d to the Instalation of truss — Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Ume. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. MUNU VALLEY COMMON VALLEY VI I I TRUSSES SUPPORTING TRUSS VALLEY TRUSSES ( TYP.) COMMON OR GIRDER COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET, IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. r V I+) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE f) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 20 # 20 OR 6: 8 OR 4z6 3z6 VALLEY MEMBERS AT t 4x6 3x6 4x6 t4x6 24' O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 2x4 GREATER THEN 28-0.0 3x6 2x4 3x6 VARIES 2x4 J 2x4 12 UPTO 0- 0.4 3x6 20 20 2x4 20 410 2x4 30 20: 20 3x6 3x6 OR 3x6 OR 20 14x6 OR 14x6 MAX. 6.0. 0 O.C. (TYP) 20 MAX 6- 0- 0 O.C. (TYP) MAX. TRUSS SPACING rl-—i BELOW - 46' O.C.--'r SPANS UP TO 60-0-0 ®( TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: 2X4 SP # 3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE ( 2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ARE TL20 GA TESTED PER ANSI/TPI 1-1995 . Cont. Support Maronda Systems 1 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 3890 GREENBROOK Cr- OVIEDO,FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or simile, bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bucWing length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUonal bracing of the overall sL—terra may be required- (See HIS-91 of TPI). Muss Plate Institute, TPI, is located at 583 D'Ouofno Drive. Madison. Wisconsln 53719). Studs 0 6- 0-0 O.C. Eng. Job: Dwg: Dsgur: TLY Chk: TIC Live 16. 0 psf TIC Dead 7. 0 psf BC Live 0. 0 psf BC Dead 2. 0 psf Truss ID: VT Date: 4-11- 01 vtllruv - CUI. I. eu DurFac - Pit: 1. 25 O.C. Spacing: 24.0'r Design Criteria: TPI Code Dese: 25. 0 psf V:06.29.00- 8302- 37 SIM:.Marrrr Afmi' lls 111. 11"1'H- /'-I-IF'F'_IrIr,113.11'-fie 1—/ 1 MA110NDA SYSTEMS WO: HIMETAIL TE HIP QTY:1DESIGNINFORMATION This design is lilt in individual building p,mcm mnl Ins Leen tossed on inlnW.i ssPwAdvlbyll,r client Th. designer Jiul nos - any lordamag' lo, tqt j t111111f11J{ t msoh if. ur ikog-r- 1 II . i...sr ,nisbedtodn,s.dt ..ne, a W/or J n ns ffi nshcJ In site Truss Jtn net i10E j 2x- BLOCKING ADDED TO TOPS CHORD. - by it. lie d q d tll...meatless or accuracy ufllnsmf 1 • ••ecl•• e ` •. 1..('• O • t \ Onah asilnaynrespusiafilyondcpnyaandau:cpls no fcsponnhdffynr C J • ` - e'( `• - ,,, - OF STEP HIP TRUSSES TO ...SHORTENqtcrcisesndewundn•ilh regard ht t.bric.- tr m ha,Wlinl, hstallatlun - y : 1 aa• d - zhipmgm and of trusses. Thishusshas heendesigned asml I 1. 7Jua1 Imihlins nn - M - PAN FOR OSB NOT TO EXCEED 24'."O:.C. annpw,enlinstmoutameu•iih ANSI(rPl n' n I V V V V 68 •` Vy-i 1-1995 lout IID5 91 l) I.-1 urpuromd az pq , t the h dJmg J gn by a tr iIJ.. Den r-{ c- STATE ! liOF •• r ` '0 : • BLOCKING TO BE NAILED TO TRUSSES wl ncr (-IsiercJarrJiteefofpurrsnnle, gl me . gldraP, 6 alnyll,t b IIJ g f a 11 de t n l adlll S sl, Ywll p o -;= - OFI12d NAILS 12" ON --CEN. STAGGERED m s1hechecdtobesurethatiltidatasllnrwlar , gt < meul - lb die locaf building colts. J p • . N •• . , • V I—] climaticrcuvdsfrwl .J M snow doaJz, pnq.d q-11i.nli.—or %(mW applied IgaJs. t S IO NA L E \N U ten shown- Truss has not bee , J s,gncd for slrn g ccvP-1 In•dz The design a ones it le 11 11'III i e prcmchords (nq, -Ionics.) •at. emuinu- usly l ac. 1 by shcn,hing I ss dkrn tse sf 10 d- Wb c ru unn, eI o Ism lensinn are not rally 1--d larcnlly by pr poly applied rigid ceiling they should he hr nl a1 a. Madonna Twinof 10'0 oc Cnomor- pl l s sl 11 be ma of umd Wool 20 gauge hm - lhplwd Ivan.zdd steel meta AS(ht A 653. I Grad. 40• unlcss.mh.rw•ise slwwn. FABRICATION NOTES Prior it. 6ibri" lion• site iabricusu shalfrevicw This Drawing to verify that this sitawfisg is in eanhu-nianec s ilh the fahri-far's plums and Jn realize a a. nllnuiug responsibility 1'nr a.ah sui- Iinliun: Any Ji.,, loslmic arc ru De Pur l,s ftim ha— gulling M I:.brINlllaL t•I ssh- 11 thcfnnllcd to u Mdistortedgnin- M_sjo,rs nslost, be PRE—ENG'D TRUSSI-- eor r. ww tight0nh.; n..1 to xow hearing: Co.,' neebu plats 41a11 be Imared o t boil, faces of be uuss Y bh nails fatty Imbedded and shall t. tym. about die join, unless .11 ise s1nn o- A 5.4 p61. is 5' arid. a 4. bong- A bag plate is 6' wide z g- to.. Slots (holes) nm parallel to dw plate Ime tribspecified. Double talionwell m osben shall mcet a, si.g ccnimid or list cbsU. shown,-Cn,MiMplaiesiaes. ml •moorsizesrl (ore TOP WALL OF "BUILDING. 1zibihwa,9 1- se 14 . ha„' aml nay ,.ocd Im heiuereaseJlucaxngihatal-- hog riot/nr HIP GIRDER crcdmn sucas¢ This Truss isnest1. he tahricaled will, fire rewardam 1-4e 1 Ionlhef outs. ull mite. shown- Fdr addifismal infurmalion nn Qmalily Conirul refer la- ANSI!(PI I-1995 PRE CAV IONARY N. All 6raelns n, t. , ti. lJttn iVt Ll 1/ tS 2t[ +( IIzE4 Z §D 9 5 alai "_,I on reeomn,n,Jaljoinns arc Its be hdlms d in accordance wilb-Ilatrlling 1.9.11i.g &Bracing , H1e-91.-rrusscs are m b. hmullcJ uqm Particular car. during handim and liwulling, defively and inn. 11uliun to avoid damage- Tcmrymry a.ul;p. rmm,em hncing. for LnlJing trusses In a s,nilh. and plumb I-- Lion and for r.aslilsg boctal forces shall he I.sin¢d and hrualled by otbcrs. Careful (land- If-; is csrcmial and e— i,m h—mr is .1 -ays m.psird- N,nnal prtehu, ir.niy _ion h.r Ifurtcr requires such Icnlponry hracfng during hs1.1 'inn l.chvc. n lnsasm avnW.Iuppnm and Jnmiooiug The supcl.ision of rcui,m of ir j r WARNING: YVARIV ING: READ ALLNOTESONTHISMEET. Eng. rob:. - WO-: IIIPDFTAIL trussesshall Ix "odes the c,mvat of pelsdns e fn t i.sh.11 S/S e S A..COPY OF 1411S DRA VING TO BE GIVEN TO ERECTING p11 g: Trtfss TI): I-I.n' lrri iol<J I, nszes. rtnressim,al ad Igg snau ng t..gnt Ir,tged.d. Conccso,11 CONTRACTOR. Dsgnr- . C1ilt: Tate: 10-20- 00 lfi111In 111 LWL1sh-11--s lruclinomallsgreal.f d n[letanylI adsn.aHnonh. it sses a dm 4005 MARONDA WAY BRACING `WARMNG. y r TC Live 16.0 psf Durthe-LUr: 1.25 any tlbedb No loailsnihertha° ,hc n Ighr ofu,..sna,rs shag he applied to - SANFORD, FL. 32771 0r i sl awn , .ha J,anm • is nm "cut h , in r !. wind hn¢in p u.al. hiacl it s,mdar h,acing. 1'(i Dead 7.0 psf DL[raC -fit: 1.2.5 trusses omfl alter alf laneningand h.anng - - is complctd- . 407) 321-0064 Fax ( 4071 321-3913 h d' is a pun If the budding design anti i icl. messy he --deed by the huildu,g designer a,acimg slu is It" I u rat suppo.l . t unss m mhos only hY rcduee hutt.lin ih I mi he BC Live ' 0.0 O.C.Spacing: 24.On P r.' TOMAS PONCE P.E. lest 1 5 must mu l r -I n, bucrel h,annb 1 J .u.d xP.ulicJ Inc uiuns nnul b, th. balding Designer- psf DeSlg'll Criteria: TPI LICENSE N0050068 Add1l t1111—cing.Ili the 0-1111 si—tw'e may he reyullcJ T ss I yam Inswmc• TI' 1• is heated Ise. 111B 91 d Tpll. 11C : Dead 10-0 psf Code Desc: ' 7890 GREENHROOK CT.OVIEDO, FL92766 as58) D Ondlill aun, Urivc• tAeJWisciauin 53719). TOTAL 33.0psf ,.V:_ 1-01. 00-30,106-36. iva rnrri: L:Nth-LOKUf)BSIfIIPDET-! - NCS: 01.01:00. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications _ and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and. accepts no responsibility or exercises no control with regard to fabrica- tion, handling,. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy, loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at maximum spacing of-M-0 o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fleatlon. Any discrepancies are to be put in writing before cutting or fabrication. Platesshallnot be installed overknotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated - lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shallbe sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses. until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2. WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1_ 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 10- 3-2 0- 4-3 WO: WINA4 IWE: Continuous lateral bracingattached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.120" nails spaced 81, o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1-0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req eTC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 2768 0.48 14-13 2426 0.51 2- 3 - 2573 0.55 13-12 2045 0.41 3- 4 - 1912 0.50 12-11 1651 0.30 4- 5 - 1654 0.42 11-10 2046 0.41 5 6 - 1908 0.51 10- 9 2426 0.51 6- 7 - 2573 0.56 7- 8 - 2768 0.55 TI: A 61TY:2 Joint Locations=== = 1) 0- 0- 0 6) 31- 0- 8 11) 25 0- 0 2) 6- 10-15 7) 37- 1- 1 12).19- 0- 0 3) 12- 11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 MAX. REACTIONS PER BEARING LOCATION ---- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H-ROLL 19-0- 0 6-0-0 19-0-0 Ilk 12 3 6 7 8 0 5X8 4X6 0 9- 10- 3 0-4- 3 n n 44-0- 0 14 13 12 11 10 Ilk 9 1498# 3. 50" 1452# 3.50" 1-0- 0 e 44- 0-0 RO-11- 11) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W : WI A4 dD'®nda S 5 1 15 A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A My CONTRACTOR. Dsgnr•: TLY Chk: Date: 3-21-03 BRACING WARNING TC Live 16.0 psf D.urFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling length. Provisions be BC Live O.O t p5 O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 - sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (5"HIB-91 of TPI). p Code Dese: FLA LICENSE #0050068TrussPlateInstitute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 19944- l 6 Design: Marra Analysis JOB PATH: C:17EE-L0K1J0BSILVINA4V - - _ HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building, component and has been based on information provided by the client. The designer disclaims any res ponslbtlity for damages as a result of faulty or incorrect lnfornation, specifications and/or designs furnished. to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exere'ses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/Tpl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom). are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym.-about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to befabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations. are to be followed in accordance with"Handling Installing & Bractng", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for misses requires such temporary bracing during tnstallation between trusses to avoid toppling . and dominoumg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall he applied to trusses until after an fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 2x4 SP #1 D 1 2x4 SP #2 D 2 WEBS: 2x4 SP #2 2x4 SP #3 1,3,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1059# Support 2 1089# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.26" D=-0.27" T=4.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.141, RMB = 1.15 9- 3-2 0- 4-3 Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 81' o.c Brace must extend at least 90% of web length 2x6 Brace required on any.web over 141-011. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 1251rph, H= 23.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bid Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI 1- 2 -5063 0.82 2- 3 -3059 0.71 3- 4 -2290 0.63 4- 5 -1870 0.42 5- 6 -1784 0.42 6- 7 -2046 0.49 7- 8 -2628 0.54 8- 9 -2800 0.50 BC.... FORCE... CSI 17- 16 4588 0.96 16- 15 4209 0.95 15- 14 2688 0.68 14- 13 2051 0.45 13- 12 1873 0.32 12- 11 2128 0.38 11- 10 2460 0.48 TI: Al QTY:1 Joint Locations=============== 1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 2) 4- 3- 8 8) 37 9- 1 14) 17- 2- 6 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 5) 21- 2- 6 11) 35 0-12 17) 0- 0 0 6) 27- 0- 0 12) 27= 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 68 -1059 BOT PIN ! 43- 10- 4 1497 0 -1089 BOT H-ROLL ? 17- 0-0 10-0-0 17-0-0 1 2 3 5 7 8 9 3. 00 I 0- 3 5X8 3X4 4X6 3. 00 o illy Yt1V- 6. 00 aAiv 4X6 8- 10-3 0- 4-3 4- 0-0 12-10-14 1, 4-0-0 1z 22-9-10 7 16 15 14 13 12 11 1 1498# 3.50" 1- 0-0 149811 3.50" 44- 0-0 1 0-0 RO- 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 Design: Mairis Analysis FL32766 VVAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. B-ing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H18-91 of TPI): Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:l7EE-L0KU0BSiNIA1A4V Eng. Job: WO: WINA4 Dwg: Truss ID: Al Dsgnr: TLY Clilc: Date: 4-0.1-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria.'TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20365- 0 HCS: 08-20.02 DESIGN INFORMATION This.design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and(or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, p ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. - Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceNng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize.a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be s}mt. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand -- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- itron and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Insta0atlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the tnstaUalion of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the ccmlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 979# Support 2 936# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.1411 T=-0.2711 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0511 RMB = 1.15 9-3-2 0-4-3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 81, o,c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLcd per ASCE 7-98, C&C, V= 125zrglh, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2797 0.46 15-14 2457 0.48 2- 3 -2625 0.51 14-13 2130 0.40 3- 4 -2053 0.47 13-12 1858 0.37 4- 5 -1790 0.39 12-11 2130 0.40 5- 6 -1790 0.39 11-10 2457 0.48 6- 7 -2053 0.48 7- 8 -2625 0.52 8- 9 -2797 0.52 TI: A2 QTY:1 Joint Locations=============== 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 4) 17- 0- 0 9) 44 0- 0 14) 8-11- 4 5) 22- 0- 0 10) 44- 0- 0 15) 0 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc .Type 0- 1-12 1498 44 -979 BOT PIN 43-10- 4 1452 0 -936 BOT H-ROLL 17-0-0 10-0-0 11 17-0-0 1 2 3 5 7 8 9 60000 4X6 3X4 4X6 yAu 57.IU 8X10 8X10 8X10 0-4-3 4X6 8-10-3 n n 44-0-0 15 14 13 12 11 11498# 3.50" 1-0-0 1452# 3.50" RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrbr Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmllar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSIW/NA4V. Eng. Job: Dwg: Dsgnr: TLY Clilc: WINA Truss ID: A2 Date: 3-21-03 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design. Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 19945- 17 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by line client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Inronnation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information. as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously,braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IU-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x B" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with "Handling Installing & Bracing',-HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the ccimposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.24" D=-0.2511 T=-0.49,, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.13" RMB = 1.15 8- 3-2 0- 4-3 0- 3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 81r o.c Brace must extend at least 9.0% of web length' 2x6 Brace required on any web over.l4,-fin. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat- B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft We: 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req M - FORCE - CSI ..BC ... FORCE ... CSI 1- 2 5364 0.71 20-19 4902 0.78 2- 3 3264 0.65 19-18 4776 0.75 3- 4 2522 0.58 18-17 2875 0.42 4- 5 2325 0.43 17-16 2195 0.31 5- 6 2117 0.35 16-15 2406 0.37 6- 7 2120 0.35 15-14 2061 0.37 7- 8 1920 0.37 14-13 2211 0.39 8- 9 2189 0.46 13-12 2489 0.46 9- 10 2679 0.50 10- 11 2827 0.48 TI: A3 QTY:1 Joint Locations=============== 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43- 10- 4 1498 0 -1094 BOT H-ROLL 15- 0-0 14-0-0 15-0-0 1 2 3 5 6 7 9 10 11 6. 00 -6005X8 3X4. 2X4 3X4 4X6 3. 00 I 3.00 20 1'9 18 17 16 15 1498# 3.50" 000- 11(RO- e 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDOSI-32766 Design: Mofrir Analysis WAKNIIMts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or simllar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speed led locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive; Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKIJOBSIW/NA711 13 7- 10-3 0- 4-3 1498# 3.50" a 1-- 0-0- I RO-11-11) scale = 0.1457 Eng. Job: Dwg: Dsgnr: TLY Chic: WO: INA Truss ID: A3 Date: 4-01-03 TC Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC . Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20368- HCS. 08.20.02 DESIGN INFORMATION This design Is for an indMdual building mmponenl and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect infornatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific proJect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conLtnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxinrum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri-, flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails -fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate. Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses.. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommrendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling b essential and erection bating is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concenta0on of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of theerectors shall be applied to trusses timid after all fastening and bmcing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 984# Support 2 1940# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.14" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05,, ' RMB = 1.15 8- 3-2 0- 4-3 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1= 2-2828 0.44 16-15 2489 0.46 2- 3 -2680 0.46 15-14 2209 0.36 3- 4 -2190 0:42 14-13 1915- 0.33 4- 5 -2144 0.54 13-12 1915 0.33 5- 6 -2144 0.54 12-11 2209 0.36 6- 7 -2190 0.43 11-10 . 2489 0.46 7- 8 -2680 0.47 8- 9 -2828 0.49 TI: A4 BTY:1 Joint Locations==========_==== 1) 0- 0- 0 7) 33- 8 8 13) 22-. 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10-.3- 8 9) 44- 0- 0, 15) 7-11- 4 4) IS- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -984 BOT PIN 43- 10- 4 1451 0 -940 BOT H-ROLL 15- 0-0 14-0-0 15-0-0 1- 2 3 5 7 8 9 6 0000AD SxlU 8X10 4X6 8X10 8X10 M 11498# 3.50" 15 14 13 1- 0-0 RO- 11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO.FL32766 WAKNIWti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bating. wind bracing, portal bating or similar bracing which is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of, TPI) Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 7- 10-3 0- 4-3 4X6 2 1452# 3.50" scale = 0.1489 Eng. Job: INA4 Dwg: Truss ID: A4 Dsgnr: TLY Chk: Dater 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 . TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 , psf I V:09.05.02- 19946- 18 6... ...W. ,.,,,•., - 1- L:11PL-LUrUUH3lW1NA4v HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on infornatlon provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect infonnatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- - Lion, handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for. storage or occupancy loads. The design assumes compression chords (Lop or bottom) are,continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0*' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- - fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. - knots or distorted grail. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is S' wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the platelengthspecified- Double cuts on web members shall meet at the centroidof the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding Tusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by othersCareful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during tnstallaLlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP # 2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=- 0.28" D=-0.29" T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION:' T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 7-3-2 0-4-3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. All COMPRESSION Chords are assumed to be continuously braced unless. noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHIDULE: support 1 978# Support 2 1639# TC... FORCE CSI BC ... FORCE CSI 1- 2 5380 0.73 18-17 4907 0.71 2- 3 5324 0.85 17-16 2980 0.64 3- 4 2785 0.54 16-15 2435 0.51 4- 5 2753 0.42 15-14 2846 0.45 5- 6 2448 0.36 14-13 2339 0.45 6- 7 2452 0.38 13-12 2457 0.46 7- 8 2062 0.42 12-11 2460 0.47 8- 9 2368 0.60 9-10 2808 0.63 TI: A5 QTY: 1 s__---------===Joint Locations=====__________ I1) 0- 0- 0 7) 26- 1- 3 ' 13) 31- 0- 0 1 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6 3) 8- 7- 12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5)'17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 MAX: REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 . 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 18-0-0 13-0-0 1 2 3 g 6 7 9 1 F_ 6.0- 0 -6 3.00 I 5X8 3X4 2X4 3.00 6X8 4X6 u on1U aAlU 4AD 6-10-3 0-4-3 0-3-8 II n 4-0- 0 12-10-14 1, 4-0-0 22-9-16 8 17 16 15 14 13 12. 11 1498# 3.50" 1-0-0 1498# 3.50" RO-11-11) I e 44-0- 0 1-0-0(I RO-11- 11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.1457 Maronda Sys teitli5 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1005 VANNESSA DROVIEDO. FL-3276C Design: Mafrir Analysis WARNING: READ ALL NOTES ON THIS SHEET. - A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmmving is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI,_ is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: CATEE- LOKUOBSI141INA41' Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: A5 Date: '3-21- 03 TC Live 16. 0 psf DurFac - Lbr: 1.25 TC Dead 7. 0 psf DurFac - PIt: 1.25 BC Live 0. 0 psf O.C. Spacing: 24.0" BC Dead 10. 0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 , psf V-09.05.02- 19954- 2 HCS: 08.20. 02 DESIGN INFORMATION This design is for an individual building component and has been based on inormation provided by the client. The designer disclaims any responsibility for The as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer. when reviewed for approval by the building designer, the design loadings shown " must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceging, they should be braced at a maximum spacing of 10'-0"- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4plate is 5" wide x 4" long. A 6x8 plate Is 6 wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This I- is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendationsare to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resistlng lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses. requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP' #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the ccmlposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 1039# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.1611 D=-0.16" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 r 7- 3-2 0- 4-3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C,.V= 125mph, H=. 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0'psf Impact Resistant Covering and/or Glazing Req TC:.. FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2811 0.62 15-14 2462 0.47 2- 3 -2360 0.58 14-13 2459 0.41 3- 4 -2057 0.44 13-12 2399 0.43 4- 5 -2442 0.45 12-11 2399 0.43 5- 6 -2057 0.44 11-10 2459 '0.41 6- 7 -2360 0.59 10- 9 2462 0.47 7- 8 -2811 0.63 TI: A6 QTY:1 Joint Locations=============== 1) 0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0= 0 3) 13- 0- 0 8) 44- 0- 0 .13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 76 -1000 BOTPIN 43-10- 4 1498 0 -1039 BOT . H-ROLL 13-0- 0 18-0-0 13-0-0 1 2 4 5 7 8 0 4X6 3X4 6X8 4X6 o au 0^4 1#A0 6-10- 3 0-4- 3 A 44- 0- 0 A 15 1498# 3. 50" 14 13 12 11' 10 9 100 44- 0- 0 1498# 3. 50" 0-0 RO-11- 11) I EXCEPT EXCEPT ASSHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 I RO-11_11) scale = 0. 1457 WARNING:. READ ALL NOTES ON THIS SHEET. Eng. fob: W I A4 Maronda Systems I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A6 CONTRACTOR. Dsgnr: TLY Chk: Date: 3-21-03 40 MARON D27 WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sim lacbracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321- 0064 Fax (407) 321-3913 shown is for lateral support of truss members oniv to reduce buckling length. Provisions must be BC Live 0.0 p O.C. 24.OIr Spacing: r' g: TOMAS PONCE P.E. made to -anchor lateral bracing at ends and specified locations determined by the building designer. Add a] bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 Sf p DesignCriteria: TPI LICENSE #0050068 Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DR.OVIEDO.FL32766 1 TOTAL 33.0 .psf V:09.05.02- -19943- 15 Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0RSIWINA4V HCS: 08. 20.02 - - DESIGN INFORMATION This design is for an individua) budding component and has been based on information Provided by the client. The designer disclaims. any responsibility for damages as a result of faulty or Incorrect informal m, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this fnformatton as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation or trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are inagreement with the local budding codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a . maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrcaton. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully, imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwlse shcrvn. For additional Information on Quality Control refer to . ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domincing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tmsses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to BOTCHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing,MUST be WEBS: 2x4 SP #3 positioned to provide equal unbraced 2x4 SP #2 2,4,6,8,9 segments OR 2x4 T-brace nailed flat to edge MULTIPLELOADS -- This design is the ofiweb with w/3"x 0.120" nails spaced 811 o-c composite result of multiple loads. Brace must extend at least 90% of web length AllCOMPRESSIONChordsareassumedtobe2x6Bracerequiredonanywebover141-011. continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDEUPLIFTCONNECTIONPERSCHEDULE: Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss. Support11005# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support21041# Itripact Resistant Covering and/or Glazing Req MAXLIVELOADDEFLECTION: L/ 999 TC - FORCE...CSI ..BC ... FORCE ... CSI L=- 0.30a D=-0.31" T=-0.62" 1- 2 -5443 0.78 16-15 4985 0.77 MAXHORIZONTALTOTALLOADDEFLECTION: 2- 3 -3056 0.90 15-14 4534 0.75 T= 0.28" 3- 4 -3379 0.68 14-13 2691 .0.48 MAXHORIZONTALLIVELOADDEFLECTION: 4- 5 -2901 0.41 13-12 3492 0.58 T= 0.14" 5- 6 -2906 0.50 12-11 2714 0.60 RMB = 1.15 6- 7 -2224 0.44 11-10 2456 0.57 7- 8 -2532 0.52 8- 9 -2791 0.55 r 6- 3-2 0- 4-3 TI: A7 QTY.1 Joint Locations=============== l) 0- 0- 0 7) 33- 0- 0 13) 17- 2- 6 2) 4- 3- 8 8).38- 0-12 14) 11- 0- 0 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 5) 21- 2- 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2- 6 MAX. REACTIONS PER.BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 70 -1005 BOT PIN 43- 10- 4 1498 0 -1041 BOT H-ROLL 11- 0-0 22-0-0 11-0-0 1 2 4 5 6 8 9 6. 00 O 3. 00 1 l 3.00 OA1V 4A0 T 5- 10-3 0- 4-3 0- 3 A 4- 0-0 12-10-14 4-0-0 22-9-10 6 15 14 13 12 11 1 1498# 3.50" 11 0 0 1498# 3.50" RO- 11-11) I e 44-0-0 Ij'- 1--0-R0 11-11)--0 I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1 1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis dVAKNINU: READ ALL NOTES -ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI]. frruss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH. C:ITEE-LOKUOBSIIVlNA4V Eng.. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: A7 Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 ' BC Live 0.0 psr O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 19955- 2; HCS: 08.20.02 . DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an v Individual building component In accordance with I ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer)- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for qstorage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot. dipped galvanized steel meeting ASTM A 653. Grade. 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on -Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bractng'. HIB-91. Trusses are to be dandled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under [he control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x6 SP WEBS: 2x4 SP 2x4 SP AC: 10# UPLIFT D.L. WO: WINA4 WE: 2 MULTIPLE LOADS -- This design is the 2 composite result of multiple loads. 3 All COMPRESSION Chords are assumed to be 2 3,4,6,7 continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V=.125mph, PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Support.1 1003# Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss Support 2 1040# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req L/999 L=-0.19" D=-0.191" T=-0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T=0.06" RMB = 1.15 T 6-3-2 0-4-3 TC... FORCE ... CSI 1- 2 -2782" 0.53 2- 3 -2520 0.50 3- 4 -2212 0.41 4- 5 -2924 0.47 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 BC ... FORCE ... CSI 14-13 2449 0.52 13-12 2697 0.55 12-11 2697 0.55 11-10 2449 0.52 TI: A8 QTY:1 JointLocation=============== 1) 0- 0- 0 6) 27- 6 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 67 0 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0 0 10) 44- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1003 BOT PIN 43- 10- 4 1497 0 -1040 BOT H-ROLL 11- 0-0 22-0-0 11 11-0-0 . 1 2 4 5 6 8 9 6. 00 _ 0 0A. Lu 4AD 5- 10-3 0- 4-3 A A 44- 0-0 14 13 12 11 1 1- 0-0 1498# 3.50" 1498# 3.50 RO- 11-i1) I e 44-0-0 1-0-0 (____--11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale =0- 01..1457 Maronda Systems WAKiVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Clilc: WO: W NA Truss ID: A8 Date: 3-21-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmctng TC Dead 7.0 psf DurFae - PIt:. 1.25 SANFORD, FL. 32771 407 321-0064 Fax which is a part of the building design and which must be considered by the building designer. Bmcmg support shownIsforlateralsurt of truss members BC Live 0.0, n O.C. Spacing: 24.0 407321-3913 TOMAS PONCE P.E. only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addleonal bracing of the overall structure may be required. (See HIB-91 of TPI). psf g(` s Dead10. 0 p•e Design Criteria: TPI LICENSE # 0050068 Truss Plate Institute, TPI, is located at 583 D'Onofilo Drive, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 19942- :1 Design: Matrit Analysis JOB PATH: C:(TEE-L0KU08SIW/NA4V HCS: 08.2aw DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or xercises no control with regard to fabrlca- tion, handling, shipment and Installation of trusses. This truss has been designed as em Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be mstalfed over knotholes, knots or distorted gam. Members shall be cut for right fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) rum parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sins are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss B not to be fabricated with fire retardant treated lumber unless otherwise shown: For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Tmssess are to be handled with particular care during banding andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for residing lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bating during installation between Trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons perienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. - JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP # 2 9,11 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043# MAX LIVE LOAD DEFLECTION: L/999 L=-0. 37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 15" RMB = 1. 15 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-011. WndLod per ASCE.7-98, C&C, V= 125mph, He: 23. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0. Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing.Req TC...FORCE CSI 1- 2 5382 0.66 2- 3 3342 0.56 3- 4 3041 0.46 4- 5 4339 0.51 5- & 3538 0.52 6- 7 3291 0.50 7- 8 3291 0.58 8- 9 3291 0.58 9-10 2632 0.45 10-11 2840 0.47 BC...FORCE ... CSI 19-18 4919 0.75 18-17 4480 0.71 17-16 3764 0.62 16-15 4489 '0.69 15-14 3544 0.58 14-13 2307 0.40 13-12 2507 0.46 TI: A9 9TY:1 Joint Locations=====_==____=== 1) 0- 0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9- 0- 0 10) 39- 0-12 17.) 9- 0- 0 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17- 2- 6 12). 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13)'35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 1498 85 -999 BOT PIN 43-10- 4 1498 0 -1043 BOT H-ROLL 9-0- 0 11 26-0-0 9-0-0 1 2 4 5 6 7 8 10 11 0 6 T 0 4- 3 6X8 3. 00 I 4X6 3X4 3X4 3xd'3x6 ')VA ova 3X6 ZN 2X4 8X10 4X8 8X14 1-U- U 3.00 8X10 8X10 T 0- 4- 3 4-10-3 4X6 4X6 038 A 4- 0- 0 1, 12-10-14 11 4-0-0 22-9-10 9 18 17 16 15 14 13 12 1498# 3.50" 1-0- 0 1498# 3:_50" 44-0- 0 I100 RO-11-11) r (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 LEMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrir Aitafysis WAKIVIINGi READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. - Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKIJOBSIWINA4V Eng. Job: WO: WINK4 Dwg: Truss ID:`A9 Dsgnr: TLY Chk: Date: 3-21-03 TC Live 16.0 psf, DUrFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead 10.0 psf, Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 19956- 2E HCS: 08. 20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage on occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of lo'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior tofabrication, the fabricator shall review this , drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- flcation. Any discrepancies, are to be put in writing before cutting or fabrication. - Plates shall not beAnstalled over knotholes, knoll or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym.- about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6.8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infornatkm on Quality Control refer to ANSI / TPI. 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91: Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing. for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppltng and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of conslraction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the BOBCHORDS: 2x4 SP #2 composite result of multiple loads. WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2x4SP #2 3,5,7,9 continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 '1005# Support 2 1042# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.1311 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.061, RMB = 1.15 T 5- 3-2 0-4-3 WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 2838 0.46 2= 3 2630 0.43 3- 4 3228 0.55 4- 5 3558 0.58 5- 6 3558 0.58 6- 7 3228 0.55 7- 8 2630 0.45 8- 9 2838 0.47 BC... FORCE ... CSI 16- 15. 2506 0.46 15- 14 2305 0.40 14- 13 3258 0.51 13- 12 3258 0.51 12- 11 2305 0.40 11- 10 2506 0.46 TI: B QTY:1 Joint Locations=======-===-=-- 1) 0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44-.0- 0 - 16) 0- 0- 0 5) 22- 0- 0 11) 35-'0- 0 6) 28- 6- 0 12) 28- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1005 BOT PIN 43- 10- 4 1498 0 -1042 BOT H-ROLL 9- 0-0 26-0-0 11 9-0-0 11 1 2 4 5 6 8 9 6• D06.00 5X8 3X4 6X8 3X4 5X8 2X4 2X4 4X6, 4X6 8X10 4X6 8X10 4X6 4X6 T 0- 4-3 4-10-3 A 44- 0-0 M 16 15 14 13 12 it 1 1498# 3.50" 1498# 3.50" 1-0--0 RO- 11-11) I 44- 0-0 e- 1- 0--0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W INA Ma1" O11da Syst:e s A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWgt Truss ID: B CONTRACTOR. Dsgnr: TLY Cldc: Date: 3-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 n 407 321-0064 Fax 407 321-3913 c ) c ) shown Is for lateral support of truss members only to reduce buckling length. Provisions must be ggt,. BC Live 0.0 psf . O.C.Spacing: 24.0 P9= TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). BC Dead 10.0 srp . DesignCriteria: TPI LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DR-OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 19941- 1: Design Matrix Analysis JOB PATH: C:ITEE-L0KU0BSIWINA4V - - HCS: 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information, specificaUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfic.project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This buss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (reglstered architect or professional eenginer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con-: nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenLrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forcesshown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be. handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing Is always required. Normal precautionary action for trussesrequires such temporary bracing during insla11a0on between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the lost. Unit n of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing is completed. - JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #1 D 2x4 SP # 1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP # 2 10,12 2-PLY TRUSSI fasten w/3"X 0.12011 nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1016# - MAX LIVE LOAD DEFLECTION: L/999 L=-0. 49" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 33". MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 16" RMB = 1. 00 T 4- 3- 2 0-4-3 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2- PLY Hip Master.designed to carry. 71 011 open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 1251rph, He: 23. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI 1- 2 - 11813 0.60 2- 3 - 8935 0.42 3- 4 - 12580 0.24 4- 5 - 12601 0.26 5- 6 - 14332 0.28 6- 7 - 9730 0.18 7- 8 - 9732 0.21 8- 9 - 6371 0.20 BC...FORCE ... CSI 18-17 10785 0.63 17-16 9919 0.59 16-15 8086 0.52 15-14 14188 0.81 14-13 11206 0.68 13-12 10784 0.63 12-11 5697 0.37' 11-10 5648 0.32 TI: B 1 QfT :2 1 Joint Locations=======--====== 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 . 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29-.1- 3 18) 0- 0- 0 TOTAL DESIGN LOADS -----------'- Uniform PLF . From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0. TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 3095 32 -999 BOT PIN 43-10- 4 3091 0 -1016 BOT H-ROLL 2-PLYS REQUIRED 7-0- 0 L, 30-0-0 7-0-0 1 2 4 5 6 7 9 6 0000 - 600Akv3. 00 1 1OX10 1 3. 00 8X10 8X10 T 0- 4- 3 3-10-3 I 0- 3 n 4- 0- 0 12-10-14 1Z 4-0-0 22-9-10 8 17 16 15 14. 13 12 11 1 3096# 3. 50" 3091# 3.50" 1-0- 0-0 44-0- 0 1 1-0-0 RO-11- 11) i 430t1 430J1 H (R0-11-11) EXCEPT AS SHOWN PLATES AJ TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bating or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofdo Drive, Madison, Wisconsin 53719). JOB PATH: C:lTEE-L0K1J0BSIWINA4V Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: Bl Date: 3- 21-03 TC Live 16.0 psf, DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: -24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 19957- 2' HCS:.08. 20.02 I DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the cbent and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics - Lion, handling, shipment and installation of trusses. This truss has been designed as an. individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this.drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates sha11 not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector platesizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ezperlenced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6. SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: ' 2x4 SP #3 2x4 SP #2 3,5,7,9 2- PLY TRUSS! fasten w/311X 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.36" D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.071, RMB = 1.00 T 4- 3-2 0-4-3 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 54.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC:.. FORCE..:CSI BC ... FORCE CSI 1- 2 6375 0.29 16-15 5653 0.42 2- 3 6290 0.27 15-14 5620 0.48 3- 4 9291 0.39 14-13 9438 0.75 4- 5 10551 0.41 13-12 9438 0.75 5- 6 10551 0.41 12-11 5620 0.48 6- 7 9291 0.39 11-10 5653 0.42 7- 8 6290 0.27 8- 9 6375 0.29 TI: B2 QTY:2 Joint Locations=============== 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46: 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0. BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 .37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43- 10- 4 ' 3093 0 -1364 BOT H-ROLL 2- PLYS REQUIRED 7- 0-0 30-0-0 7-0-0 1 2 4 5 6 8 9 6. 00 -6 9AO 4A0 T 0- 4-3 3-10-3 n n 44- 0-0 1 15 14 13 12 11 1 3093# 3.50 3093# 3.50" 1- 0-0 44- 0-0 11--0- RO- 11-11) I 430# 430# (I RO-11-11) EXCEPT AS SHOWN PLATES A TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. _ BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnIlar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bating at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI): Truss Plate Institute, TPI. Is located at 583 D'Onofrfo Drive, Madison, Wisconsin 53719).. JOB PATH: C:ITEE-LOKUOBSIIVINA4V Eng. Job: Dwg: Dsgur: TLY Chk: WO: WINA4 Truss ID: B2 Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi V:09.05.02- 19940- 1 HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: _ TI: H QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint. Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result,..of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided n the client. The geslas a disclaims any for damages as a result of continuous) braced unless noted otherwise. faulty or incorrect lnfonnallon, specificationsyorincorrect PROVIDE UPLIFT CONNECTION PER SCHEDULE • WndLod per ASCE 7 - 99, C&C, V= 125 h, p - - i> TOTAL DESIGN LOADS and/or designs furnished to the truss designer Support 1 580# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Uniform PLF From PLF To bythe client and the correctness oraccuracy Support 2 340# Bld Type= Enel L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10--13 of this information as it may relate to a spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 cIfIcprojectandacceptsnoresponsibilityorexercises no control with regard to fabrica- Support 1 275# act Resistant Covering or tion, handling. shipment and Installation of MAX LIVE LOAD DEFLECTION: - X-Loc Vert Horiz Uplift Y-Loc Type trusses: This truss has been designed as an L/999 TC... FORCE ... CSI ..BC...FORCE ... CSI 0- 2- 8 208 275 -580 BOT PIN Individual building component in accordance with L=-0.02" D= 0.00" T=-0.0211 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 . -340 BOT H-ROLL ANSI/ TPI I-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as part of the building design by a Building T= 0.0311 Designer ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer). when reviewed for approval by the 0. 0311 buildingdesigner, the design loadings shown T= must be checked to be sure that the data shown are in agreement with the local building codes, RMB = 1.00 - - local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 9-10-13 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 4.24 maximumspacingof10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 2X Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In 2X writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut 3-9-15 for tight fitting wood to wood bearing. Con- 4-3-5 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to - 0-3-15 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain russ hand- ling and/or erection stresses. This tIs not 3X6 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inlonnation on guatity Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. - I I 9-10- 13 5 4 209# 4. 95" 423# 2.50" R1412) 9- 10- 13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale =. 0.4912 WARMING: READ ALL NOTES ON THIS SHEET. Eng..Job: W : I A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H y CONTRACTOR. BRACING WARNING: Dsgnr: TLY clot: Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sirnflar bracing TC Dead 7.0 psf . DurFae - Pit: 1.25 SANFORD, FL. 32771 Fax which is apart of the building des tgn and which must be considered by the building designer. Bracing shown Is for lateral buckling length. BC Live 0.o sf n O. C. Spacing: 24.0 407) 321-0064 (407) 321-3913 support of truss members only to reduce Provisions must be PP g made to anchor lateral bracing at ends and specified locations determined by the building designer. C Dead 10.0 P Design Criteria: TPI TOMAS PONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. psf p CodeDeSC: FLA LICENSE #00500681005VANNESSA DR.OVIEDO.FL.32766 Truss Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 19947- 14 Design: Matrtr Analysis - JOB PATH: C:iTEE-L0KU0BSIWLVA4V HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications. and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building. component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer).. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes. compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated Iumber unless otherwise shown. For additional W'ormation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed In accordance with "Handling installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Jernporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit] after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 130T CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.06" D= 0.00a T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 4- 3-5 0- 3-15 1 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-:BC... FORCE ... CSI 1- 2 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 4 4242TI: H 1 6QTY:1 Joint Locations=====__======== 1) 0-, 0- 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert'L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 2- 9-15 1- 0-0 212 0- 4-15 F 5- 7-14 3-9-15 6 4 209# 4.95" 423# 2-sn" 1. 0 1- 5-0 R1- 4-12) e 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 IMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO:F-1—RA WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). scale = 0.4912 Eng. Job: W Dwg: Truss ID: H 1 Dsgnr: TLY Chk: Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 19958- 3 r gn. rr,u,ru iamryus JUC rAfH: l,:l16t-LUKVUBSIW/NA4V HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut Far tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown: A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos- itron and for resisting lateral forces shall be designed and installed by others. Careful hand- ling 1s essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design -loads shall not be applied to trusses at any time. No loads other than the weightof the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 . AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# MAX LIVE LOAD DEFLECTION: L/ 257 at Mid -panel # 1 L=- 0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4- 3-2 0- 4-3 WO: WINA4 WE: Analysis based on,Simplified Analog Model. Field Connection at Support 1 must be able transfer 168-pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 ft We: 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE..CSI .BC...FORCE..CSI 1- 2 -69 6.99 4- 3 -2 6.84 TI: J QTY:25 Joint Locations=============== 1) 0- 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION---.-- X- Loc Vert Horiz Uplift Y-Loc Type 6- 10-12 151 168 -355 TOP PIN 0 1-12 274 198 -433 BOT PIN 6- 10-12 81 0 -51 BOT H-ROLL i 7- 0-0 i 2 6 00003- 10-3 7- 0-0 4 3 275# 3.50" 151# 2.50" 1- 0-0 0,1.3 7-0-0 82# 1.50" RO- 11-11 C/L: 640-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (4) 16d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 Maronda System WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: J Date: 10-09-03 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. Portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 O. C. Spacing: 24.On 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members on to reduce buckling le Provisions must be PPotyglength. BC Live 0.0 psf p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psfCOde Design Criteria: TPI LICENSE # 0050068 rr— Plate Institute. TPI. Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). DeSC: FLA 1005 VANNESSA DROVIEDO,FL32766 TOTAL 33.0 - psf V:09.05.02- 30516- Design: Metric Analysis JOB PATH: CATEE-LOKIHOMEDIR - _ HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on bhforahation provided by the client. The designer dlsclaims any responsibility for damages as a result of f faulty or Incorrect Infon"atlon, specifications 1 and/or designs Furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibWty or cxetciscs no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an t Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregistered architect or professional engineer). when reviewed for approval by the building designer, the design loadings: shown most be checked to be sure that the data shown I are In agreement with the local building codes, local climatic records for wind or snow loads, project spectflcatlons or special applied loads. t Unless shown, Voss has not been designed for storage or occupancy loads. The design assumesompo-sion chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise I specified. Where bottom chords in tension are not fully braced laterally by a prop-ly applied rigid ceding, they should be braced at a drnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- Bcatlon. Any dlscrepancles are to be put In writing before cutting or fabrication. Plates shall not be metalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tnrss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. - A 6x8 plate is 6" wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web embers shall meet at the cnhtrold of the webs. unless otherwise shown. Connector plate sizes are mhnmum sizes based on the forces shown and may need to be Increased for certain hand- . ling and/or erection stresses. This tnrss is not to be fabricated with -fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Ilandling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos- 7tlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominohhg. The supervision of erection of trusses shall be under the control of persons experienced fn the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at. any lime. No loads other than the weight of the erectors shall be appbed to trusses until after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 1U# UPLIFT D.L. " TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 230# Support 2 273# MAX LIVE LOAD DEFLECTION— L/704 at.JOINT # 2 L=-0.11" D=-0.11" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.17" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 4-3-2 0-4-3 WO: WINA4 WE: WndLod per ASCE 7-98,, C&C, V= 1251nph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PERSCHEDULE Support 1 240# TC... FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -166 0.51 6- 5 24 0.32 2- 3 -105 0.44 5- 4 0 0.27 TI: J 1 QTY:7 Joint Locations========______- 1), 0- 0- 0 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 276 240 -230 BOT PIN 6- 10-12 230 0 -273 BOT H-ROLL L 7-0-0 . i 2 3 10d T with - TO - Nails 2- 10-3 Attach with (2) 10d Toe -Nails 1- 0-0 3. 00 I 0- 3- 4- 0-0 2-8-8 i 6 4 277# 3.50" 231#, 2.50" 1. 1-0-0 a 7-0-0 RO- 1.1-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 MdI' Onda S Sterns A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. BRACING WARNING: Dsgitr: TLY Chk: Date: 10-09-03 TIC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY Bracing shown no this drawing is not erection bracing, hind bracing, pnnalbmcing or shnilar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the budding designer. Bracing for lateral be BC Live 0.0 psf O.C. Spacing: 24:011 pg407) 321-0064 Fax (407) 321-3913 shown is support of trhss members only to reduce buckling length. Prooislu- must Design Criteria: TPI TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectfied locations deternined by the bnildbhg designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI)" .. BC Dead 10.0 psf Code Dese: FLA IJCFNSF # 0050068 Truss Plate hhstitWe. TPI. Is located at 583 D'Onafd. Dri— Madison. Wis—nsto 53719). t OTAL 33.0 V:09.05.02- 30530- 1 1005VANNESSADR.OVIEDO.FL32766 psf design: Marrty Analysis JOB P,47I1: C:ITEE-LOMHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of . faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrlc - tlon, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings. shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid c fl ng, they should be braced at a . maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review dr awingrawing to verify that this drawing is in conformance with the fabricator's plans and to MHz. a continuing responsibility for such v iri cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector. plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', 1-1I13-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB:.WINCHESTER A 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 231# Support 2 273# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 2 L=-0.11" D=-0.11" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.18" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" 11vr I _)MIM111-10 4-3-2 0-4-3 1 WO: WINA4 WE: WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 ft We: 7.0 ft Truss in INT zone, TCDL= 4.2 psf,,BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 236# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -222 0.40 6- 5' 55 0.35 2- 3 -122 0.55 5- 4 0 0.33 TI: J 1 A QTY:1 Joint Locations=== =_=====_== 1) 0- 0 0 3) . 7- 0- 0 5) .2- 5- 0 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 MAX: REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 277 236 -231 BOT PIN 6-10-12 231 0 -273 BOT H-ROLL 7-0-0 L 1 2 3 3.00 I 3-3-13 10d Toe-Nlails4) Attach with (2) 10d Toe -Nails 0-3 II II Plate Height 2-1-8 4-7-0 = 0-6-6 6 4 277# 3.50" 231# 2.50" 1-0-0 7-0-0 RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS. DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: J 1 A Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bating, portal bracing or similarbracing TC Dead 7.0 Psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing Is for lateral truss buckling length. BC Live (1.O Sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 IlA shown support of members only to reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. p BC Dead 1U0 Sf Design Criteria: TPI TOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ea.P 1 Cade Desc: FLA LICENSE #0050068rn„ss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.FL32766 TOTAL 33.0 Psf V:09.05.02- 30529- 1 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR - HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy _ of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, tru ss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling; they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Prior to fabrication, the fabricatorshallreview this drawing to verify that this drawing is in m conforancewith the fabricator's plans and to realize a continuing responsibility for such ved- fImUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on troth faces of the truss with nails Tully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web _ members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumberunless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES Ail bmcing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for restsung lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0. 10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0. 00" RMB = 1. 15 WO: WINA4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 141 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23. 0 ft, I= 1.00, Exp:Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 50 0.65 4- 3 -2 0.50 0 TI: J2 QTY:6 Joint Locations========---==== 1) 0- 6- 7 3) .5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION ----= X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1- 12 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL Attach with ( 4) 10d Toe - Nails 3-3- 14 0-4- 3 2-10- 15 Attach with ( 2) 10d Toe - Nails 5-1- 8 Ilk 43 213# 3. 50" 110N 2.50" 1-0- 0 eja 5- 1-8 61# 2 50" i° (RO- 11-11) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: MdII•®Iilledd S Ste11111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TIC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designee Bracing buckling length BC Live Q0 PS f 407) 321-0064 Fax (407) 321-3913 TO MAS PONCE P.E. shown is for lateral support of truss members only to reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 1U.0 psf P LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf scale = 0. 6319 Truss ID: J2 Date: 10- 09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITEE-L0KIH0AfED1R HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clBe pmJecl and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an indlvidual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown an, in agreement with the local building codes, local climatic records for wind or snow loads, prclect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to theplate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise. shown.. Connectorplate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infomuation on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to - be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltion and for resisting lateral forces shall be designed. and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracingduring installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing Is completed. JB: WINCHESTER A 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 299# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0. 02" D= 0.00" T=-0.02" MAX ,HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 05" RMB = 1. 15 3-3- 2 0-4- 3 WO: WINA4 WE: WhdLod per ASCE 7-98, C&C, V= 125irph, H= 23. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Hld Type- Encl L=.44.0 ft W= 5.0 it Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 333# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 191 0.55 6- 5 18 0.46 2- 3 - 137 0.17 5- 4 0 0.09 TI: J2B QTY:2 Joint Locations=============== 1) 0 0- 0 3) 5- 0- 0 5) 4- 3-.8 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 211 .333 -299 BOT PIN 4-10- 12 164 0 -408 BOT H-ROLL 5-0- 0 L 6 0000 3.00 I 0-3- 8 4-0- 0 0-8-8 6 4 211# 3. 50" 165# 2.50" 1-0- 0 5-0- 0 r (RO- 11-11) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 11I13-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live . 0.0 psf BC Dead 10.0 psf TOTAL 33. 0 psf Attach with ( 3) 10d Toe - Nails Attach with ( 2) 10d Toe - Nails scale = 0. 6440 Truss ID: J26 Date: 10- 09-03 DurFac - Lbr: 1.25 DurFac - Pit:, 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matra Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J3 QTY:6 DESIGN INFORMATION Tor CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. joint Locations======-====---= This design Is for an Individual bulking BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6 7 3) 3- 1- 8 p component and has been based on infornatton transfer 86 pounds of horizontal reaction 2) . '3- 1- 8 4) 0- 6- 7 s provided n the c8for damagesgneranyresponsibilityfordamagesasa result ofareresultof PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125 h, P MAX. REACTIONS PER BEARING LOCATION ----- faulty or incorrect Information. specifications Support 1 288# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 2 176# Bld Type= Enel L= 40.0 ft W= 3.1 ft Truss 3- 0- 4 67 86 -176 TOP PIN - bytheclientand the correctness or accuracy Support 3 26# in END zone, TCDL= 4.2 psf, BCDL=6.0 psf 0- 1-12 .148 111 -288 BOT PIN of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 3- 0- 4 36 0 -26 BOT H-ROLL cific project and accepts no msponsibibly or L/999 - r tiercts- nohandlig.ship entanith amdtolabrica- tlon, handling, shipment and Installation oftiono L=-0.01" D= 0.00" T=-0.01" TC... FORCE ... CSI ..BC ... FORCE ... CSI I trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 29 0.25 4- 3 -2 0.19 Individual building component In accordance with T= 0. 00" ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0. 00" Designer (registered architect or professional englneed.- When reviewed for approval by the RMB = 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are confirm- 3-1-8 ously braced by sheathing unless otherwise 1 specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a 0 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (3) Grade 40, unless otherwise shown. lOd Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to reall- a contInWng responsibility for such veil- ficatlon. Any d(screpaneies are to be put in writing before cutting or fabrication. Plates shall no[ be installed over knotholes, 1-10-15 mots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 2-3-14 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5z4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web 04-3 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes Attach Attach with 2with( ) are minimum sizes based on the forces shown 3X4 TOe and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling 3-1-8 Installing & Bracing', HI8-91. Trusses are to be handled with particular care during banding 4 - 3 and bundling, delivery and Installation to avoid 148// 3.50" 67# 2.50" damage. Temporary and permanent bracing 1-0-0 371f 21`0nforholdingtrussesinastraightandplumbpm- L, 3-1-5 -r Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- 1 ( R (R0-11-11) - I C/L: 3-0-4 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.9039 required. Normal precautionary action for WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Acussesrequiressuchtemporarybracingduring Installatlon between trusses to avoid toppling erection ofands"mhaing. undertrussesshallbeunder the controlerthercontrconoftrol persons r=M!arondaC A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 In the Installation ghif eeu Professional advice sham be sought u needed. iyJY.69L JstemCexperienced - CONTRACTOR. DSgIIl-: TLY ChlC- Date: 10'09-03 TC Live 16.0 psf DurFae - Lbr. 1.25Concentrationofconstructionloadsgreater than the design loads shall not be applied to BRACING WARNING: trusses at any time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 1 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 O.C.Spacing: 24.0rtpgand is completed. 407) 321-0064 Fax (407) 32T-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer.. psf BC Dead 100 Design Criteria: TPI TOMAS PONCE P.E. Additional bmcing of the overall structure may be required. (See HIB-91 of TP1) psf Code Dese: FLALICENSE #0050068 Truss Plate Institute TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 30521 - Design: Matrix Analysis - JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Irifornation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- Uon, handling, shipment and installation of tusses. This buss has been designed as an Individual building component In accordance with ANSI/Tpl 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fimUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be out for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the taus with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) mr, parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pps- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling - and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the - weight of the erectors shall be applied to trusses unit] after all fastening and bracing Is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" N_ znv7 2-3-14 0-4-3 t_ WO: WINA4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, He: 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.25 4- 3 -17 0.19 TI: J313 QTY:2 Joint 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 88 -176 TOP PIN 0- 1-12 148 119 -284 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL 1 2 0 1-2-7 0-8-8 1 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails ll ' 3.00 I 0-3-8 2-10-0 4 3 148# 3.50" 68# 2.50" 1. 1-0-0 3-1-8 37# 2+ 011 RO-11-11) C/L: 704. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.9039 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W I drOII>Idd S StEIt1S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J313 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral truss to reduce buckling length. Provisions BC Live 0.0 Sf O.C. Spacing: 24.0"' 407) 321-0064 Fax (407) 321-3913 support of members only must be made to anchor lateral bracing at ends and specified locations determined by the building designer. C Dead j1 10.0 TpDesignCriteria: TPIITOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). psf Code Desc: FLALICENSE #0050068 Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DP OVIEDO,FL32766 I I TOTAL 33.0 psf I V:09:05.02- 30522- Design: Matrix Analysis- JOB PATH: C:17EE-LOKIHOMED7R - HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer disclaims any responsibWly for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/7PI I-1995 and NDS-97 to be Inwrporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to all- a continuing responsibility for such veri- fication. Any discrepancies are to be put in _ writing before cutting or fabrication - Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are Itnlm= sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'; HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. - JB: WINCHESTER A r., P... 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-3-14 T 0-4-3 WO: WINA4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 1 60000 TI: J4 QTY:6 Joint Locations==============- 1) 0- 6- 7 3) 1- 1- 8 2) 1- T- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 HOT H-ROLL Attach with (2) lOd Toe -Nails 0-10-15 Attach with (2) 10d Toe -Nails 11 1-1-8 L I 4 3 83# 3.50" 25# 2.50" l 1-0-0 1 13# 2.5 " R0-11-11) "j" 1-1-8 C/L: 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5869 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J4 y CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac -Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.OnshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf ,, h g• 407) 321-0064 Fax (407) 321-3913 made to anchor lateral bracing at ends and specified locations determined y the building designer. p Design Criteria: TPI: TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DP OVIEDO.FL32766 TOTAL . 33.0 psf V:09.05.02- 30523- Design: ,Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR _ HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building j component and has been based on Information p provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications - and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building 4 Designer (registered architect or professional iengineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, r project specifications or special applied loads. Unless shown; truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 not fully braced laterally by a properly applied rigid, ceiling, they should be braced at a _ maximum spacing of 10'-0" o.c. Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web' members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on tire forces shown and may need to be increased for certain hand- ling and/or erection stress— This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", 1-1I5-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ltlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling manddoinoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall he sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing 13 completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15, . WO: WINA4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 nust be able transfer 28 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph,' H= 21.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3" -6 0.02 TI: J46 QTY:2 Joint Locations============= 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 MAX. REACTIONS PER BEARING LOCATION----- , 9 X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 .-163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 0 0-8-9 0-2-8 J 0-3-8 3.00 0-10-0 L 4 3 89# 3.50" 25# 2.50" 13# e I-1- BI 1-1-5 IL 1-1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: s CONTRACTOR. Dsgnr: TLY BRACING WARNING: TC Live 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC DeadSANFORD, FL. 32771 which Is a part of the building design and which must be considered by the budding designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live made to anchor lateral bracing at ends and specified locations determined by the budding. designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See H(8-91 of TPI). BC Dead LICENSE #0050068 (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL' _ Design: Matrix Analysis - JOB PATH: CATEE-LOKWOMEDIR Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails. scale = 1.5123 Truss ID: J4B Chk: Date:10-09-03 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 Dsf v-no ns ng- 3nr9A_ S HCS: 08.20.02