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120 Wheatfield Cir - BR04-001340 - (CELERY LAKES) (SFR) DOCUMENTSd C7 PERMIT ADDRESS rot _.l_ SUBDIVISION Lo cn 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 k 0" • 0 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE PERMIT #apt • 0640 DATE - o) -04 PERMIT DESCRIPTION SIP2 PERMIT VALUATION % a 6 4 88 SQUAREFOOTAGE 4 4[ 00) Al 1-i Certificate of Occupancy This is to certify that the building located at 120 Wheatfield Dr., for which permit number 04-1340 was issued has been completed according to the plans and specifications filed in the permit, to wit as New Single Family Detached 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 08/10/2004 Engineering: D. Richards 08/11/2004 Public Works: R. Buckner 08/11/2004 Utilities: Richard Blake 08/12/2004 Fire Department: N/A Zoning: N/A Maronda Property Owner Q)3 yv-. \-- I 08/12/04 Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/09/04 C' 04-1340 120 Wheatfield Dr. 1Vlaronda Homes Celery Lakes 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 ,.ZFb) A Public Works Utilities Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) wla woo CERTdFCATE OF OCCUPANCI'rn REQUEST FOR FINAL INSPEC'd'I01`F J/ SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/_ 04-1340 120 Wheatfield Dr. Maronda Homes Celery Fakes a 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 Public Works " IK-1 /l d `/ Utilities Fire N/A OZoning N/A Licensing N/A CONDITIO S: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i 1 1 1 LU CERTIFCATE OF OCCUPANCY I 1 REQUEST FOR FINAL INSPECTION 1 1 1 1 I SINGLE FAMILY RESIDENCE"" V! G I DATE: 08/09/0 4 Lj V 1 v C; a 8 IM COa PERMIT #: 04-1340 z nCa v u CL u 0- O c ADDRESS: 120 Wheatfield Dr. a u a o CONTRACTOR: Maronda Homes Celery Lakes 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. Engineering Public Works Fire N/A Zoning til' 'es Licensing 6 8 'Dill N/A N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 8/10/04 14:31:00 Location ID . . . . . . . 254905 Parcel Number . . . . . . 32.19.31.515-0000-0600 Alternate location ID . . Location address . . . . . 120 WHEATFIELD CIR Primary related party Type options, press Enter. 5=View detail Opt Description PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE I LOT 141 ************** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-1340 PD 3-17-04 SEE REC#6562 3/4"WA METER SET FEE $190.00 PD 3-17-04 REC#6562 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD 8/10/04 Address Misc. Information Inquiry 14:31:12 o , Location ID . . . . . . . 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 262565 120 WHEATFIELD CIR Free -form information 3/4"RC METER SET FEE $190.00 PD 3-17-04 REC#6562 F2=Address F3=Exit FS=Special Notes F12=Cancel c 9lARONDISYSTF fS 4005 Maronda Way- Sanford, FL 32771 (407) 321.OM Fax (407) 321.3913 ate: une 10, 2004 To: Building Department 12-0 From: Maronda Systems i Elmer W. Bergman l Professional. Engineer State of Florida #50158 Subject: Truss A4 Lot# 60-1 ORO-CEL 9 Winchester A4 Rev Truss A4 Broken web 13-6 (332#) No chord damage noted I Repair. of 211x 4"x 10'-0" SYP No.2 nailedoff at 3" on center with 10d nails is acceptable. No further repair is required: If you have any further questions please feel free to call me at 407-321-0064. 99, Siucerely, 3 EH!/ 61 _ p Elmer W. Bergman; P.E 4 No. 50158 Date: 6/10/04 t TA I ry " Rq Ys941G ^q6e I 2000A) T%/H SUN OE:04 PM MAROND,A HOMES FAX No. 407321 -913 P. 00? m-laronda 4ystems JURONDA SYSTEMS 409 Moron& Way Sanford, FL n"I 407) 321-OM Far (401) 32J-3918 Date: June 21, 2004 To: wilding Department 2 From: Maronda Systems, Inc. Tomas Ponce P.E. Florida ]PE 450068 Subject: Missed FA3 Lot# 60-1 ORO-CEL Winchester A4 Rev For the above referenced house, the F'A3s were missed over the front entrance. Repair using 3/4" by 7" wedge anchors, spaced 6" on center and one at each end. If you have any questions please feel free to contact me anytime at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date: 64 /0 y r S U R V E Y I N G 29 July 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:120 Wheatfleld 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 MANAGEMENTAGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 200E Read the insiruddions on panes I.7... SECTION A. PROPERTY OWNER INFORMATION For kturarne CmV" use BUILDING OWNER'S NAME Pofcy Number: MARONDA HOMES BUILDING STREET ADDRESS (k Apt., lkrt, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Cor r;=W NAIL Number 120 WHEATFIELD CIRCLE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (lot and Block Numbers, Tax Parcel Nurnber, Legal Desiaiption, etc.) LOT 60, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residen5al, Nan-re6derfial, Ad&on, Armory, etc. Use a Commends area, I necessary) RESIDENTIAL LATITUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE:- GPS (Type): f - # - ##JW or S#.1I NAD 19Z7 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFP COMAAJNrTY NAME x COkWNITY NUM 3ER 82 COUNTY NAME I 133. STATE FLORIDACITYOFSANFORD120294SEMINOLE 64. AMP AND PANEL 137. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUM3ER 95. SUFFIX 86. FIRM INDEX DATE EFFECTIVEIREWSED DATE B8. FLOOD ZONE(S) Zane AO. use drplh dbociv) 1211700065 E APR1995 APR1995 X NA B10. Indicaile the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. AS Prode 0 FIRM Community Delermhed _ Other(Desaibe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Descrbe): B12- Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Pmbcbd Area (OPA)? E] Yes ®'No Designation Date SECTION C -BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Dra*x,7s' Building Under Construction' ® Finished Cadruction A new Elevation Certfiicate will be required when construction of the buid'ng is complete. C2 Buildin g Diagram Number 1(Seled the building diagram most sinter to the buidag for which this certificate's beep completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or phothgraph.) C3. Bevattions -Zones Al -AW, AE, AH, A (w1h BFE), VE, V1-V30, V (wrih BFE), AR ARIA, ARIAS, ARIA1-A30, ARIAH, ARIAO Complete Items C3.-ami below according to the buid'ng diagram spaded b Item C2 Stab the datum used. 9 the datum is ciftent from the datum used for the BFE in Section B, convert the datum to Mused 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 NGVD29 ConversiorK mments— Elevation reference mark used Does the elevation reference mark used appearon the FIRM? [-]Yes ®No U a) Top dbot0xnfloor"udingbasement orenclosure) 7L Aft(m) CD U b) Top of nomad Nher floor NA. fl (m) U c) Bottom of best hommtai structural member (V zones only) NA . _t(m)' 0 U d) Attached garage (bp of stab) 21. 92 t(m) E U e) Lowest elevation d machinery ardor equipment W to semmng the buid'ng (Describe it a Comments area) 22.1 tt (m) U t) Lowest adjacent (finished) gracile (LAG) 21.E it(m) z' U g) Highest adjacent (finished) grade (HAG) 21. 8 t(m) U h) No. of permanent openigs,(flood vents) within 1 t above adjacent grade ' Total area of all pem>anent openags (flood vents) it C3.h _sq. in. (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 bylaw to certify elevation information. 1 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., CERTIAER' S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT ADDRESS 2597 SANFORD AVENUE SIGNATURE g COMPANY NAME KITNER SURVEYING, INC. CITY SANFORD DATE 30JULY2004 STATE ZIP CODE FL 32772 TELEPHONE 407322- 2000 IMPORTANT: In these spaces, copy the cweWondng inbrtnation from Section A For rwa me Camp" Usa BULDING STREET ADDRESS (ride Apt, Uri, Suds adkr Bra No.) OR P.O. ROUTE AND BOX NO- 120 WHEATRELD CIRCLE Pobj Number CITY STATE ZPCODE SANFORD R. 32771 Carp"NAILMnbw SECTION D - SURVEYOR, ENGINEER, OR ARCFGIECT CER1iFMION (CONTINUED) Copy both sides of this Elevation Certificate for (1) oommunity of W, (2) insurance agenttompany, and (3) building owner. COMMENTS Check here atad v i a Is SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WRHOUT BFE) For Zone AO and Zone A (without BFE), oomplefe Items Et through E4. If the Elevation Certficate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(Sded the building diagram most saniarto the buldi ng for Mich this owfflcate is being completed — see pages 6 and 7. if no diagram aocurately represents the buldi ng, provide a sketch or photograph.) E2 The top of the bottom floor (ndudng basement or enclosure) d the building is _ tt(m) _i n.(cn) above or below (check one) the highest adjacent grade. (Use natural grade, I available). E3. For Buidng Diagrams 6-8 with openings (see page 4 the ne)d hgherfloor or elevated floor (elevation b) of the building s -_ ft(m) _i n.(cn) above the highest adjacennt grade. Corr>pleteIems C3.h and C3.i on fiord d brm. E4. The clop of the platform of machinery and/or equipment servicing the building is _ tt(m) _i n.(om) above or below (check one) the highest adjacent grade. (Use rkMral grade, f avalable). E5. ForZone AO only. f f no flood depth number's available, is the top of the bottom floor elevated in a=xdanoe with the oommunks floodplaain management ordinance? i Yes No Un nawn. The local dficlal must ee * this lofomnabon in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CER71RCATION The property owner orownlers autf zed mpresentative who conpletes Sections A, B, C (Items C3.h and C3J only), and E for Zone A (**W a FEMA-issued or communiy- issued BFE) or Zone AO must sign here. The staternertLs in Sections A, Q Q and E are cared to the best ofmy km4edge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if aitwNrrents SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local ofbal who is aL" by law orordnanoe fo administer the oommunitys fbodplain management (rd'ananoe can oon#-de Sections A, B, C (or E), and G of this Elevation Certificate. COmplea the Tokmble ilem(s) and sign below. Gt. The intnrrration in Section C was taken from other documentation that has been signed and embossed by a licensed surveM, engineer, or architect who is, auUraiaed by state or / oval law to oe * &vatbn information. (Indicate the souroe and dated the elevation data in the Comments area below.) G2 A oommunity of ial completed Section E for a bulding located in Zone A (without a FEMA4ssued or eommunityissued BFE) or Zone AO. G3. The folowo'g infomnation (Items G4 G9) is provided for community floodplai n management Purposes. G4. PERW NUM 3ER G5. DATE PERM r ISSUED G& DATE CERTIFICATE OF ANCY ISSUED G7. This pemnit has been issued for. New Consndon Substarntial improvement GB. Elevation of W&R bwesd floor (ndud'rng basement) of the buildi ng is _. _ft(m) Datum: G9. BFE or (n Zone AO) depth offlooding at the building site is: — _ it(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS k CITY OF SANFORD PERMIT APPLICATION Permit #: a4 .,1y bate: ' January 29, 2004 I Job Address: 120 WHEATFIELD f @SP x_.'2.G\P LOT 60 CELERY LAKES Description of Work: Single Family Residence Hist oric 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 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: 3.422 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0600 (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 Su s 1 1' ' ller f9L I' F ('rl Od 32810 -State License Number: CRC058496 Phone &-Fax: (407) 475-9112ItPhone: 407) 659-3719 i PBondingCompany: Address: Cp J( f Mortgage Lender: FEB C DII! U 4 Address: j Architect/ Engineer: Tomas Ponce , ; l Phone: (407) 321-0064 Address: 4005 Maronda Wa Sanford FL 322.71 _ Fax: . (407) 321-3913 Application is hereby made to obtain a permit to do it grle.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 i 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 I 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 IIII BEFORE RECORDING YOUR NOTICE OF COMME NCEMENT., i 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. i age l / 29/ 04 I/29/04 Signature of0 a nt Date Signatureb Co or/Agent Date 1 Russell. Keith Summers Russell Keith Summers Print Owner/ Agent's Name Print Contractor/Agent's Name 7&DAAJIAA& J 1129/04 1 /29/04 g .................. of orida Date Signature of Notary State of nda Date Signature ofNotary -State 8.eus, v 6!.......un .. g IE PELLEGRINOLAURIEPELLEGRINO \11111111/4 'P Ao1Mr v Comm# DD0232804 o\\'r P4c Comm# DD0232804 t Expire37H62007 ay4' _ Expires 7/1t3/2007 Bonded gvu (800)432.4254 ' s Bonded thru (800)432.4254: Florida Notary Assn., Inc: sewnuusemesoewseeeePi /nna\\" - ' 8un'u.naesseaeeswiaasaerye e e eeml3 I 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 Zoning: Utilities: FD: i Initial & Date) ( Initial &Date) (Initial &-Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Date: II Job Address:-136 wnQ Imp tof Q Q Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical _ Plumbing —Fire Sprinkler/Alarm Pool I Electrical: New Service — # of AMPSe"46 Addition/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: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maa yyr"onda Homes Inc. of Florida 1101 N. /Keller Road Suite F Orlando FL 32810 Phone: 407-475-9112 Contractor Name & Address:/rq eo-r(a )MaS X., OT —State License Number: Fe,0AW(,r(e3 Phone & Fax: (407) 475-91 12 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 informition 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 enities 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 Signature CfAgent Date Russell Keith Summers Print Owner/Agent's Name Signature of Notary-Stat f Florida Date ro~pG.OLAURIE PELLEGRINO .......: O JICP Corn #DDtr232804 Expires 7/16/2W7ZBondedthru (SW)4324254: i... ecofL°Florida Notary Assn., Inc SI 4....... Owner/Agent is _X_ Personally Known to Me or Produced ID 1 03 rgn re of Contractor/Agent Date Print Contractor/Agent's Na 103 Signature of Notary -State bfflorida Date nunoouun....m.....m............. LAURIE PELLEGRIINnO aNINll1/4 t 1 Dt/Vc•I2. ng00 fir ° 0 Expires 7/%2JGaa? Bonded thm (800)432-4254. oa.. ' . II.... Florida Notary Assn.. Inc l.. pwu.uumunu.u..ouu..Q Contractor/ Agent is _X Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bidgaf—>'ro-- Zoning Utilities: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) Permit # : Job Address 110 CITY OF SANFORD PERMIT APPLICATI N Date: 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/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ 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 M Attach 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: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender:. Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Wax 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 informaion is accurate and that all work will be doneincompliance 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 al, licable 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 1 atef management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirerf4ltitspf Florida Lien Law, FS 713. Signature of Owner/ a Date Russell Keith Summers Print Owner/Agent's Name laj3hn Signature of Notary -State o orida Date g.... nnuu.............n ........ m...... LAURIE PELLEGRINO Corttm# DD0232804 9` r i, Wh Expires 7/1&2007 G Bondod tltru ( 54. EFlOrideNotaryAssn.. Inc nn--\NN.\ NNN\\\\\N\\\\\\Np Owner/ Agent is _X_ Personally Known to Me or Produced ID Signature of ontractor/Agent Date GARY CARMACK Print Contractor/Agent's Name Signature of Notary -State dfiFlorida Date NNuu.\ nnr.*,..... ...........on..isa LAURIE PELLEGRINO Comm# DD0232804 gip r' Expires 7/i&2W7 9 Bonftd Wu (800)4324254: a 1amwo" Florida Notary Assn., InC ONO\ NNN \\\swuuN\\\\NNNN\NN\ ua Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: B1dgZ)r'3'rayY' Zoning: Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # : Date: December 31, 2003 Job Address: UWAATA Lap LLi un Description of Work: Single Family Residence 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 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 #: Attach 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: WILLIAM T. SELF 4005 MARONDA WAY SANFORD, FL State License Number: CFC057039 Phone & Fax:(4407) 948-3630 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender:_ Address: Architect(Engineer 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 and4hat 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 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. u v Signature of Owner/ ent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name Signature of Notary -State of 1 rida Date LAURIE PELLEGRINO yp" Comm#DD0232804o•fA Uy''iy Expires 7/182007 ! Bonded Mm (800)432-4254: Florida Notary Assn., Inc u....u...wuu8 Owner/Agent is _X_ Personally Known to Me or Produced ID 2 1i'Gt S nature of Contractor/Pont Date WILLIAM T. SELF Print Contractor/Agent's Name Signature of Notary -State o Florida Date s........................ .................... LAURIE PELLEGRINO Comm# DD0232804 Pe - G1A Expires 7/162007 : a`,f Bonded thru (800)432-4254: uFrr„°° Florida Notary Assn., Inc : t Contractor/Agent is_X_ Personally Known to Me or Produced ID APPLICATION, APPROVED BY: Bldg ' tor'_ Zoning: Utilities: Initial & Date) (Initial & Date) Initial & Date) (Initial & Date) Special Conditions: L aronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KEGLER ROAD, SuiTE F • ORLANDo, FLoR1DA 32810 407-475-9112 • Fax 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA VOLUSIA COUNTY p 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 Lot 60, 120 WHEATFIELD LOOP at CELERY LAKES. RUSSELLKEITH 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 LAURIE PELLEGRINO Crnn l DD0232804 E>Ires 7M8/2007 C p 0yfp Waded rm (WO)AIM-4254% im¢,t= Florida Notary Assn.; Inc. e c U. W M Ui oa U0 y H Uj O LU — j rXYM xu 3a o 9O O Q ce C g 4i O I Jill It Ill it IIIi it 0 Ii Q ll lip M IIYRNNE MOASE, CLERK OF CIRCUIT COURT a CLERK OF CIRCUIT . CART SEMINOLE COL44TY, MORYi NNIr MORSE, BK 05187 PG 0625 I SEMINOLE COUNTY 1,40 CLERK' E # ;='a:D: 4017305 BK 05199 PG RECORDED 02104/22004 0105:3 PH CLERK' S # i-)()4 L13773 RECORDING FEES 6.00 REQORDED 02/17/2004 12:59:13 RM RECORDED BY L Woodley REI t1RDING FEES 6.00 i Ri CWRDED BY S O' Kelley 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 PROPER 120 WHEATFIELD Lug: al Description and Street Address) Lot 60 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) toLnTiricy COPY. MARYANNE MORSE , SURETY ( Bonding Company) CLER OF CIRCUIT COURII. Name and Address NIA iPli'LE CO13Ny,4eWlIM, Amount of Bond LENDER 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. Kampf Title, 200 W. 1st St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(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 its specified.) RUSSELL KE jH,$U, MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to:and'subscribed before me this 29TH day of JANUARY, 2004. Notary Public IAURI= I I r''Y jE` BC+ Expires 7i16/'u07 Bonded t " (800A32-42$4:. ri • y O.iw° fownMasas uwau ua FloridaNOfel/ ASen. InC ew www$ E COUNTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 104-75910 DATE: _ 110, BUILDING PERMI./- (-` UNIT ADDRESS: L4t ----------------------'---- TRAFFIC ZONE JU ISDICTIO QUINESYNARD S[C: T PARCEL~~-/71,'0 SUDDIVISION ACT: ' PLAT B8OK: PL/T BOOK____ ONN[R NAM[: r -/-' ------- ADDRESS::_ _/l/. ^' A|,PLICANT NAME: / - - ADDRESS: -----------N--------------_-----------------------_----------------- LAND OSE CATEGORY: 001 - Single Family Detached House TYrE US[: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT ATE 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 SCHOOLS CO -WIDE O STATEMENT RECEIVED BY:d. PLEASE PRINT HARE) dwl unit $ 54.00 1 $ 54.O0 dwl unit $1,384.00 1 $ 1,304.0O AMOUNT DUE $ 2,285.00 SIGNATURE: _... ... .... .... ak--.T. NOT-O RECEIVING SIGNATORY/APpLICANT: FAILURE TO NOTIFY OWNER AND NSURETIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** | DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS A E ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO- ISSUANCE OF A BUILDING PERMIT,, PEkSOKS 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 OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW0UST MEET THE REQUIREMENTS OF Tl COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS ` MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: . 11O1 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAY ENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAY ENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TO!::' LEFT GF THE NOTICE. ` ^ WTHIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY B i PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 60, 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 TRACT ' C' lb y`' N i 80 1 s h' 60 `, s. p 9y 0 1, . Cn 51.00' 44.00 N W 79 moo o o a $ PROPOSED a o WINCHESIER 'A' M 4 BEDROOM PROP FF - 22.00 m CONC. . Ln O 1 D.00 DRIVE , O----------------------------- O 5' DRAINAGE ESM'T o ^ ` . N 89'38' 17" E 100.00 s"o,p ,, S X 1781 s ' 1 61 SCALE: 1 "=300 D= 20'05'12" R= 75.00' L= 26.29' 0 w 0 z a QL WHEATFIELO CIRCLE Li J.p ... . _. SURVEY NOTES: 1) The street address of the above -described property is 120 WHEATFIELD LOOP. 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 Flinimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: 77-77— 9 l CERTIFIED CORRECT TO: PROJECT NO: 04 _ 108 1\111..TL11 .I1VL MTV, 11\1.r i• R. BLAIR KI,TNER :,P.L.S. N0. 3382 Post Office Box-:823,- Sanford, Fl. 32772-M3 407) 322-20DO SURVEY DATE: CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 60 Subdivision: CELERY LAKES Property Address: 120 WHEATFIELD LOOP I. Two (2) recent boundary and building location surveys showing setbacks' from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 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. S. 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. 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. 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. 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. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 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. M 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: By Ow(er o thorized Agent) c C\ T rl CT cl, c unc WINDL OA 0 SPECY ICA TION 0 / 08 APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 g'—O" 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: 13 GA HORIZ ANGLE 1. CLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN HORIZ TRACK - THE TEST SPECIMEN MAY BE 054" DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR 2) i/4-20x9/16" INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) CLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 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. DRILL .281 OR 9/32 0 ZY 4. U—BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI JB—US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 1) JB—US BRACKET LOCATED7-\ AT EACH ROLLER LOCATION 6. OPTIONAL — .080" (MIN) EXCEPT TOP BRACKET ROLLER P/N 125139). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS 7 REQUIRED. 5/1,6x 1 —5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL JB_Us ELEMENTS SHALL BE THE BRACKET 01 ez RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STF;dJGT[RE ANDl.re - -t ". VERT TRACK—, IN ACCORDANCE -,WIiT-HiP9R RENT 054" BUILDING COQE!'-.FO'P1JT' AD S D - -1. , LISTED ON 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US Approved:' BRACKET 4miso."01: 3395 A06S6N DP--' I`EkSACA, Fl. 4:5 FLORIOA' CtRTIRAfidN(WO'.* 60484W :7 GEORGL,OFlCA ON NORTi4,.WOUN,A, EP.RFICAI)ON-N W-01*3_436- DGte: OPTION COOE.. REV- P WM 9' MA X 44 PSF OF 4 TRA CK END WINCE TOP BRA CKET RECUIREMEN TS 1 /4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 2) 1 / 4-20x5/8" TEK SCREWS poL END HINGES 4. r.• Q° r ..3" 20 GA U —BAR WIDE BODY HINGEMw\( P/N SEE BILL OF MAT'L) LHENi HOGE RH END HINGE sLf/; M NYLOV.-ROLLER P fN 270791) ® \ 60TT' BRACKET P/ H-2,70;54 LH-2102%5) Y..•TEK 5CREWS . PZN 100507 Approved: W.S. Wilson, P.F 3395 ADOISON OR FQ4 AC0 FL 3'S14 FLORIDA CERTIFICATION NO. 0046489 CEORCA CERTIFICATION NO. M519 1/2 20 GA CENTERNORTHCAROLINACERTIFICATIONNO. 023836 STILES) Date: 3 - - a 16 GA END STILES OP TION CODE.' 0108 REV:- P WM 9 ' x 14 ' MAX 4 4 PSF 2 OF 4 U-BAR LOCATIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-8ARS `.. LOCATED AS SHOWN 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) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE J f" Approved: VS. Wilxn 3395 A6015bA'OR',tPE l4S'vu fL 25•J; FLORIOA CERTIFICATION NO. 0048489 cE9r.siA CERTIE)altoN?+oryatast9 r;: rORTH'.C,k OUNA CERTIFICATION NO t©13i 8 "t Date: OP rl0nl CODE :-rd y (3, REV.' P WM 9 ' x 14 ' MA6 44 3 OF 4 1.f4i3Y.` u CENTER STILE &'IN TERIVEDIA TF HINGE L 0CA T1ONS 8'—q 0 0 0 0 0 Approved.: < " C W.S. Wilson, P.E. 3395 ADDISON DR-. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OPTION CODE, 0108 REV. P WM 9 x 14' MAX 44 PSF 4 OF 4 1. F .»• .. - R Wind Load Test Report Report # 0108P February 1, 2001 TES1' 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-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 atthegeometriccenteroftheproduct. 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 wasrecordedat2.5 t. 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 L59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or 1 l%a. 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 640 F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSL 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center, hinges. 6.7hree 3" 20gauge 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:GA18(Q127). APPROVED•dPT30N1. Based on ofher`tes N¢i o gi1ivale' .43trFAluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name. = _ . 3395 Addtxem Dr.; PRrlsacota FL l;4 E U FloridaCer t r {J Georgia Cert•No t8519•'=``''\ No Carolina CyrC Nd. 0336' /•-®/ aignc Alton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIF/CA 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 SSB 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 :MININIUM 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 co THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN C14 ACCORDANCE WITH CUPRENT BUILDING CODES FOR!'tH.E LOADS z LISTED ON THIS..DRAW1NG,,, 1.3 GA HORIZ ANGLE 1• 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xt-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR J8—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 ig I ' (1) JB—US BRACKET LOCATED aa AT EACH ROLLER LOCATION Approved: _ t1c :z;. EXCEPT TOP BRACKET ROLLER w .msor,• :':r' C -A ( P/N 125139). 3385 'AD II O N+pR: PEN,1C0((AA FL . 2514 = f QA CEAi1R a1'lbN1 tC Ob t89' — GELRGk-ZtRnnd'n0N 't(0: 018519 Ngnl} '' oyt J J21 1F(CNiq'4 N0. •0213-E'; 28-oG 29 PSF 1 OF 4OFRONcoal `: (vf ' ( `RE Pi WM 16 " x 14 ' MAX, + 27 TRACK END TOP SRA CKET REQUIREMENTS 1/4"-20x9/16." TRACK 61 BOLT & 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) ol ij ARROW BODY HINGE on 4) 1/4"—:20x5/8" SELF —THREADING SCREWS 2" NYLON ROLLER 2) 1/4'-20x5/8- W/ 4 1/2" STEM TEK SCREWS ALL (P/N) 108135 END HINGES Q 10, WIDE BODY0 7/16" PUSH NUT AT EACH. HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 CA Zy'OR HINGES U—BAR f HIN RH END HINGE 3) 1/4"-2Ox7/8" TEK SCREWS P/N 100507) Approved: 20 CA CENTER W-S. Wilson, P.E. STILES 3395 ADOISON M. PUMACOLA, FL 32514 R.ORIOA CERTIFr-kTION.NO. 0048489 g TGEORQAcumPrakTiONNO. 018519 BOTTOM BRACKET 16 CA END STILES NORTH CkROUNA cERnFOTION NO. 023836 P/N RH-270354 Date: LH-270355) OPTION CODE- 0 110 RE V PI W1v1 16 x 14' MAX -f27 -29 PSF 2 OF 4 U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS ^ LOCATED AS SHOWN F 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 T HIGH DOORS. W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN ° s I ' 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE j' O ta—Nlr D Approved:., U95x4DISON DR P£}L 1COl FG`3251 i r . ONA 02, 6 ,' v:P•.._ ti6a qsy7ao , oPrioN£Cbbf";A "~ REV. P1 WA/1 16 x 94 MAX, f27 -29 PSF 3 OF 4 i CDVTER STILE & INTTRIWMA.TE HINGE L 0CA TIONS 16' V .1 V V V i Approved: ORANGE COUNTY BUILMt DpV W.S. Wilson, P F 3395 ADDISON OR.. PENSACOIA FL 32514 FLORIDA CEIMMATION NO. 0048489 OEORCIA CERfiMT10N NO. 018519 NORTH CAROLINA CFRTIMT10N NO. 023836 Date: g-z8—off OPTION COE 0170 1 REV. P1 1 WM 16' x 14' MAX *27 -29 PSF 4 OF 4 4 Wind Load Test Report Report # 01lop 1 February 22, 2001 TEST 12EOUIREMENT: 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;,L. Product was installed wide tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" 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 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 .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. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 160, 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 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 Jess loading at equivalent pressures due to the' decrease in area. Doors heights are apprgyed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop*aEd Ans vets1,/QA18(Q127). APPROVElk''O IQ Based on o er ta's b uiG l' {`'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: nu W.S. ` Wilson 3395 Addison:Dr„'Penfacol AFL 'Y5I4 Florida Cert Nc.,, 4°y}8 rc jr' lit. Georgia Cert No. 01 cD CV Ln r-I CV cj z a a ag'n 1351tan MODEL: S TYLE: DESIGN PRESSURE: WINOL OAD SPECIFICA TION 0108 APPROVED SIZES: T-0" MAX WIDTH x 14'-0 MAX HEIGHT MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 pSF SCC # WAYNEMARK 8000 & 8100 RAISED PANEL 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 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 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 THIS DRAWING. i Approved: W.S. Wilson, P.E 3395 AOOISON DR., PENSACOLA, FL 32514. FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION No. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4' — 2 9 -:) OPT/ON CODE-.- 0108 1 REV- P 1 FASTER PLAN 13 GA HORIZ ANGLE I I 054" HORIZ TRACK—, I I 2) 1/4-20x9/16" o ITRACKBOLT & (2) 1/4-20 HEX NUT i DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT I 1) JS—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER p P/N 125139). I i i 5/16x1-5/e" LAG SCREW i AT EACH J8—US p BRACKET 0 I 054" VERT.TRACK N JJL- 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACHC KET WM9' x 14' MAX 44PSF 1 Of 4 TRA C`( END HINGE TOP BRA CKET REQUIRSVEN TS 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) 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) SCC # MA I i I I 2) 1/4-204/8" TEKSCREWS 4 ALL END HINGES 0 . po 3" 20 GA op • . ...• U-,, BAR -- WIDE BODY HINGE P/ N SEE BILL OF MAT'L) NYLON ROLLER P/ N 270791) BOTTOM BRACKET P/ N RH-270354 LH- 270355) • 3) 1 /4-20x7/8" TEK SCREWS P/ N 100507 Approved: W. S. Wilson, PE 3395 ADDISON OR.. PENWOLA, FL 32514 FLORIDA CERTIFlCATION NO. 0048489 GEORGIA CERMCAT10N NO. 018519 NORTH CAROUNA CEIMACATION NO. 0231136 Date: 4 -Z8 -0/' OP TION CODE- 0108 I REV,• P 1 I 7i 20 GA CENTER 16 GA ENO STILES Sl1LES) WM 9' x 14' MAX 44 PSF 2 OF 4 U-BAR L OCA TION'S NOTE: 12'-6" THRU 14' HIGH DOORS MAXIMUM SECTION WIDTH IS 21 W/ (7) 20 LOCATED GA 80SAS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARSN LOCATED AS SHOWN ° iV toA. 1 ` 9'-0"`^AU 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 IF 2) 1 /4-20x5/8" TEX SCREWS ATTACH AT EACH STILE pproved: Ws. Way,, P E M95 ADDISON OR., PDGkCOLA, FL 32514 FLORIDA CERTIMTION NO. 004M9 GEORGU CERTInCAIION NO. 016519 NORTH CAROUNA CERTIFICATICN NO. 023838 Date: 4 - ,2 8 . of OPTION CODE: 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P 1 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 518" 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 A or I I%. 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. 7=:U:CT DESCRIPTION: 54 1. WayneMark Model 8000, 9x7, 4 section. 2.. Exterior skinhas minimum of .0175. The minimum yield stress. is 33 KSI. TC 3. Standard bottom astragal and retainer. 'AS 1 p PLPN 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 t*e ivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Arne: W.S. Wilson, P.E. `F 28-a( 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 z., M rn C14 0 Z aa wagne aftan MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDS OA0 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" SCC # D•w( NF(; 9q. 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 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 'D:OOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KS1 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED INTHE THEEND 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 THIS DRAWING. r Approved: W. S. Wilson, P.E 3395 AOOISON OR., PENSACOIA, FL 32514 FLORIOA CERTIFICATION NO. 0046QS GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICA1ION NO. 023836 Date: I v k,4TZE 067" HORIZ T 2) 1 /4"-20x9 TRACK BOLT & 1 / 4"-20. HEX 5/ 16"x1-5/8" L SCREW AT EA JB- US BRACK DRILL . 281 OR 9/3: HOLE IN TRACK F JB- US BRACK ATTACHME 1 / 4"-2Ox9/16" TRACK BOLT & 1 / 4"-20 HEX NUT AT EACH JB- US BRACKET 1) J8-US BRACK[ LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT T( SECTI O 067" VERT TRA 1) J8-US BRACKET LOCAT AT EACH ROLLER LOCATI EXCEPT TOP BRACKET ROLL P/ N 12513 oP rioN coDE.• 0110 1 REV.• PI I WM 16' x 14 ' MAX, +27 —29 PSF I 1 OF 4 TRACK, END .HIND F TOP BRA CKET RECU/REMEN TS 1 /4"-204/16" 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) 5cc# MASTER PLAN NARROW BODY HINGE 4) 1/4"-20x5/8" SELF —THREADING SCREWS 2) 1/4"-20x5/8" TEK SCREWS ALL END HINGES 4 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE 2" NYLON ROLLER W/ 4 1/2" STEM P/N). 108135 10 WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH END HINGE, 3) 1 /4"-20x7/8" n^Mr 1111 Approved: J/ 1 /2" 20 GA CENTER WS. Wilson, PE STILES3395ADDISONOR.. PENSACOCA. FL 32514 GEORGI CERTIFICATION No. diasig9 ® BOTTOM BRACKET 16 GA END STILESGEORGUCERi1FlCA710NN0. 018519 \ NoR1H CAROUNA COWCA71ON NO. o231136 (P/N RH-270354 Dote: LH-270355) OPTION CODE 0110 REV.' P1 Will 16 x 14' MAX, *27 -29 PSF 2 OF 4 U-BAR L OCA TONS 12'-6" THRU 14' HIGH DOORSNOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN. Sc(- # :::..fig-oo (0 M AS PLAID 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 I 2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. 3395 ADDISON OR, PENS1COLA. FL 32514 FLORIDA CERT1FlCATION. N0. O 48489 GEORGIA CERnFlCATION NO. 018519 NORTH CAROUNA CERMCAMON NO. 023US Date: OP77ON CODE.' 0110 I REV- P1 I WM 16' x 14' MAX, f27 -29 PSF 13 OF 4 15' 7Fm7i I IL1==' 11 ==7' 7ml M-1 W Wei M 5E W W W W 14' 10, Approved:C/ W.S. W7son, PZ 3395 AOOISON DR., PENSACOL. FL 32514 FLORIDA CERTIFICATION .NO. 0048489 GEORGIA CERTIF=TION N0, 018519 NORTH CAROLINA CERTIFICATION NO. 02M6 Date: g-ZB-o( OPTION CODE 0110 I REV P1 I WM 16' x 14' MAX, +27 -29 PSF 14 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 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 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 # o.z- 0n)6 1. WayneMark:Nlodel 8000, 16x7, 4 section. MASTER P2. 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 SINO.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 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 test b ' o il . AltBasedonoerninumLouversandStyrene.Window Frame Assembly per test number 020501. rTame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georgia Cert No. 018519 Maronda Sys 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 INCHESTERA4 6CLO6001 60 120 WHEATFIELD ORO-CEL WINA4 LEFT LOOP This structure was designed in accordance with, and meets the requirements of TPl 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. Run Date 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- Pit: 1.00 O.C. S acin : 24.0" H1 3-21-03 J 10-9-03 11 10-9-03 J 1 A 10-9-03 J2 10=9=03 J213 10-9-03 J 3 10-9-03 J 313 10-9-03 J4 10-9-03 J413 10-9-03 18331 THD26 18330 THD28. 18360 SKH26R 18361 SKH26L 18363 1 JUS26 18370 1 THJ26 4 DATE: J A N 3 0 2004 f 40-0 I D cDn w D D D N m co 00 SPACEODD wcD P CE LING I I I iODDSACE ODDS ACE 7-0 7 f Z' mna 4 I IV O I- - -- - -- -- '.I CONVENTIONAL FRAMED ENTRY 17-8 _I_ 8-4 I JOB N UMBER: WINA4 — liL- V„'L = !J iL l•\(l_i_ ` ' j ? h L j CUSTOMER: REVERSED1J1 t`\V JOB NAME: WINCHESTER A 4 — DRAWN BYE Ily PITCH: 6/12 BEARING: 3.5" 14-0 JAN 3 0 2004 PCAI@JTIOIN "{ A G'A0TiON 4&fii,ies'safe operatingiglij1 /I S fr4 y1 i.F 4M1 _ Y'Its r9o,V4Fo1111agtndaca$e Eu s fe4conc97at ons @sa could . nesaitntpersonaIWE,r or datroa;gle Ita strt ctiares ,lw I- 91 Summary Sheet COMIMiENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED MOOD TRUSSES ° Itisthe responsibilitvofthe installer (builder building contractor, licensed contractor, erector or erection contractor) toxoperlyreceive unload siore handle install and brace metal plate connected wood trusses to protect life and oroperty The installer must. exercise the same high degree of safety awareness as with any otherstructural 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. TOFxZA OE raise sFtoz ld not cough fierraJ . mr un as WhaGh':ould, cause; In truss CAUTION Trusses stared hoe.izonta1iy:sh6u6d be - srs orked on biocktngta pre entexcesstVe lateral CAI3TION' Trusses red Vertically should be PP „t „h braced io preverlt,to- iiing or tipptngs taendin anc?tesseh:rs otsfure.gain :, ove WARNING LDo not; breakli3andtng until mstalEa iol ; DAfVGER ,Do not store"bund estuprlght uriiess', A - begins Care should'be zexerctsed to banding re properly Lraced Da nortbreair bands unctlbt ndies mov:al°to av:'olds:hif tn' of.indlvid'uailrusses .: are;placed in,astab e.iortzor tal.postzton . . Walking on trusses , htch*. Iyln WARNING ' Do , notlllift blintlled ttrusses by the s`, ,, I f;,,_ s.s u, z, uJ : ,° , is extremely dangerous and should be st ctly barids Do not use damaged trusses 4 , ` , ;, _ F lal t 11J- Frame 1 wi h , t 1(r ..Fr ' S;F3?dil'6adfial k6i!)a nioilllfi sl g6e irusses,6 6- s ns , ea er than boa b #f e Pe b' z , r t' 7'EA°tlil ti'ud, r Iy it u'd iyF i• t i A _Tt . u,.d.¢ ur- 1"f'("''r-i r-f•,_,: it tiS,L4;'(F, -Sr t.• .C. l.tr_U 1 ,41 . t <, I Y.-yj ,y v. M ihiR,!_ •t" . In ......: . n.. s._ r. \, - f ...... _ _.... J or less or less\ I, Ta Tag Approximately Approximately 9 Line Y: truss length / truss length Line Truss spans less than 30'. Lifting the tru attach) spreader Bar slings, Toe In etc, at Toe In —\ / weight Less than or equal to SO' Tag Line Jpre. ade7" Bar Fop In — I I r — Approximately \ to y5 truss length ' Tag Less than or equal to 60' Line Toe In Strongback/ SpreaderBar d held with Aporoximatehr ends of the zh to /. truss. Length and Tempo` Greater than 60.' Tag" Line Strong5ackr/ coreaderBar At or above I P. ppror,lrnateIy_ J ylto `/ a truss length Tag J Greater than 60' Line jl ABC®BEfi3DL't3C Gi IG'Sl961 a(G lP/CBFP P11 TOi 9!eFPluf.dry r t.reec v, , I _ sc, s e'cas s`c6 aects te t6 2 G-wider spacing is ass66e 0 U-, ;,iN I F. T icalveri,cal — or _p lop chord, : YP Fnr. Y ell i ahachment f'ipn—i L6T. r % li H IjPic lure _j round brace Ton Cnoru rnu nVi i Er c i .. iral (, - u6 I'•' \: l Ground braceIdiagonalsGround brace vertical (GB ce Frn. mA 2 Itrut `\' W. Slj \;9 ital tie member with HT) t' iru_ of bra, cup of trusae EB) 12 4 or greater v Top chords that are laterally braced can buckle tooetherand ca use collapse itthere in no diago- sal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside at the top chord. DF Douglas Fir -Larch SF - Southern Pine HF - Hem -Fir S'PF - Spruce -Pine -Fir UD to 32' 4112 8' 'v I Over 32' - 48' 4/12 6' 10 7 Over 48' 60' 4l12 5 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -!..arch Sp - Southern Pine HF- Hem -Fir SPF - Spruce -Pine -Fir ra nuous Top Chord All I teral braces al Brace lapped at least 2 ired 7 z trusses. 0" or Greater Attachment y. Required — 10 0 4.s I` Iq -211 t-a _ 12 a or greater fC fLC:>i j Hf dC BOTTO CFI0 ' CHORD Dfiilbi:A'Gt' NAL`BRACE LBR C SPbCIkG (DBS}' r 20 15 10 17 6 1 q arotassionai engineer h SP - Southern Pine i SPF - Spruce -Pine -Fir i All lateral braes lapped at lease 2 trusses. r up 10 1 30" P. 16 7 0 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer OF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir i_ The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. up 10 1 30" P. 16 7 0 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer OF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir i_ The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. Continuousu4/2x6 PARALLEL: CHORQ TRClSS III'; Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherand cause collapse Hthere is no diago- 10" nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. Attach mer Required L .i; • ` 24 (OB 10s) Trusse End diagonals are"cssetl'atfc stability and must be dupllicatc both ends of tl'te truss system. h2 PARALL= HVRV:Jk"3V.`.. 00.LkE©R6 l'op chords that are laterally braced can buckle fogefherand cause collapse ifthere ieno diago- nalbracing. Diagonal hracing should benailed to f.lre underside or file Sop chord When purling are attached to thr topaide of the top chord. M End diagonals are esset#alr tistability and must be duplicaferJ both ends of the truss system. ps Me) Uss C. 30" or greater Continuous _ Top Chord Lateral Brace k — 1^= RequiredI t C" or Greater Attache lentRequired -- i I Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing, Frame 5 0 ji I 4 Vi! r i)II . ...... CHORD CHORDH0 QINI MUMIN LATERAL, PITCH I!;Ai, SR/I)F SPF/HF:: U TO 24- 33/12 17 12 Over 24' - 2' 3/12 7- 10 6 Over 42' - 54' 3/12 6 4: Over54' See a re_gistered professional eng.1neer DF - Douglas Fir -Larch SP - Southern Pine I -IF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top f; h (; r d r. that arc latern II St b ran ao can bu-ld u t -1 "D I'l I a n d --a (no o coilapt" i f t 11 n To inr, 0. d i a Ew- nird bra Jtif q. o the tjtidersidt of bic top chord when Purling attached to the top.ide of the top chord. MONC TR, US" P L U Mi B T" USS Depth D( in) 12 130 r greater All lateral braces lapped at least trusses. Continuous " I or) Chord Lateral Brace I a'! 01, "'31 ev'Ter Attachrrient Required 1 d !ARMNG:Faiur result ift injuryor am "A ttu b 11di seV6arjertan'dll qge, N,s a ..;p or u ng.sp.. I Al6. LLAMN TOLE PRANG.',: BOW 12" 1 /4" 4" 1 2 i 4'r 4SS 0 11 1 -114" 1_5 7 2" 34" 1 - 3 14 7' qg" 8 I_ 108" Q L( in) Length L( in) Les, ser of L/ 200 or, 2" L( in) Lesser of L/ 200 or Lesser of D` 50 or 2" tft) 20050. 1 1 /4" 4.2' 200" 16.7' Maximum O'B'' Plumb100" 1 /2" 9.3' 250," _LI-1/4-- T RA'Isplacement Line 150" 3/4" 2.5' 300" 1 1 -1 /2" 25.011 AMADA EnTEMS 4005 Marondaa Way Sanford, FL 32771 407) 321.0064 Far (407)'321-35913 Date: March 5, 2003 To:-uillding, Department From: lYl:aronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley lrrn,sses labeled VT-l; turn 100 are covered under the general valet sweet providedinthetrusspaciL- siM11 and sealed by the erncineer of record. The conueetions are noted on the structural info sheet of the puns. All criteria of the valley trusses are noted on thegeneralsheet. I - If"you have any questions please feel free to call at 407-321-0064. S,i9r orn s Ponce, P.E. Date: CAR oo. tlyals AITE O 0 g i r r fir, `( , I I 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 d1enL The it—lgncr disclaims arty responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or dettgrs furnished to the truss designer by the client and the corrcdncss or accuracy of this information as It may relate to a spe- effic project and accepts no responsibility or exercises no control with regard to fabrica- Uon. handling, shipment and Installation of trusses. Tbis truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be lnmrpomted' as part of the building design by a Building Designer (registered a-h tect 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 logl building codes. local climatic records for wind or snow loads. projed. speclD®Uons 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 sb—Ll log unless otherwise specified Where bottom chords to terslon are not fully braced laterally by a property applied rigid ceiling, they should be braced at a mastmum spacing of l(r-W o-c Connector plat. shall be manufactured from 20 gang. hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown_ FABRICATION NOTES Prior to fabrication. the fabricator shall mlew this drawing to verily that this drawing 1s m conformance with the fabricatnYs plans and to reallre a continuing responsibilky for such verl- fication. Any discrepancies are to be put In writing before cutting or fabri,ation. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing.. Con- nect- pfat.s shall be located on both faces of the bus. with calls 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. Slats (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 minbnhmh suss based on the fonts shown and may need to be lack—ed for remain hand- ling and/or erection stress.. This truss is not to be fabricated with fire retardant tinted lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPt 1-1995 PRECAUTIONARY NOTES All bracng and .ruction recon mendatrors are to be followed in accordance with -Handling Installing & Bracng' BIB-91. TYhsses are to be handlpar edwithlladar care during bandbhg and bundling, dell Try and hstallation to avoid damage. Temporary and permanent bracing for holding Loess. In a straight and plumb pm- fitan and for resisting 1.1—d foray shall be designed and fusbWed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses regcdm such temporary bracing during Installation between tosses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced to the Installation of trusses. P- C—local advice shall be sought if needed. Concentration of constructlon loads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to tosses until all" all fastening and bracing is compkLed- . . MONO vai I cv VALLEY COMMON VALLEY Vc 11 SUPPORTING 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 TOO NEXT PANEL Y _. Y—JL WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE f) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 20 OR 4xx6 50 OR 3x6 VALLEY MEMBERS AT t 4x6 4x6 t 4x6 24 - O.C. (TYP) DIAGONAL WEBS OR 3x6 OR REQUIRED WITH SPANS 2x4 2x4 GREATER THEN 28.0-0 3x6 20 2x4 3z6 VARIES 2x4 UP To 7 2x4 12 0. 0-4 3x6 2x4 2x4 2x4 20 4x10 2x4 30 2x4 20 3x6 3x6 R t 4x6 3x6 OR 2x4 OR t 4x6 . 2z4 MAX. 6-0.0 O.C. (TYP) MAX. 6-0.0 O.C. (TYP) MAX. TRUSS SPACING 1110. BELOW a 48' O.C. SPANS UP TO 60-0-0 I 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 PLA.TES.ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support Maron a Systemis 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 CREENBROOft 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 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. Addition.! bracing of the overall strdure may be required. ISce FIIB-91 of TPIi. f[ 7uss Plate Institute, TPI• Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Studs 0 6-0-0 ox. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psi BC Live 0.0 psf BC Dead 2.0 psf 25. 0 Truss ID: VT Date: 4-11-01 ULLrUIJ - LUI. 1.40 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: VeSIFn. MaInX AIMMIS 111IIr ISLOUILING DESIGN INrIORMATION Tb)sdrsign is far an individuaf huilJing eun.Ptmcnl and has I— based on in Ii n n b,a provided by Ilk client. The designrr disclaims any respunsibiliq lordamages as a resnh of faulty ur incurreel infarnralinn, apecifemiuos alor designs furnished to the I_ designer by the -lido and it. curreur.ess or aeenrocy of II.is infurinini i as it may F.I.I. to a spe- ci0c pmjm alai n -n: nu responsibility cargscrcixsnoetunrnln'ith re••nl u1 f.hrica- frm, 1120W11-9. shipnrcru and L.u.11miun of trusses. This truss has been designed as an Wiliduol building cmnpnnent In accuulan:e a•hh ANSIffPI 1-1995 oral IIDS-91 to be im:mpruared as Pqn of the building design by a Building Designer (rc•Istcrcd ard'h= car pmf ssiunul e": r.ccr). W hen reviewed fur upprmal by the building designer, d. ddzign loadings show, roust be checked In be sure that it. dal. shun•rr arc in agrecst.e.0 a-idi dre local building eoJcs- Iocal climatic records nor wind car snow loads, la jcea;wC'II li.ms ur spmial applied Inads. Unless shown• uum has mu been designed fur storage or . Pu.q Inads. The design assumes compression chards (hyl car Irdlllnn) are emninu- wslYltner l by shenhing unless od.cni4se slmcifad. Where hou.ma elands in rensirm are cam fully mood I - rally by a Prnperly applied rigid -.ling, they slmuld be hraccd el a masimum spacing of Iw-0- ox- Cunneelar Plates doll be ma.mfuclurd frnm.20 gauge hall diPlmd galnnizn! 9-1 iaec.ing ASTht A 6S3, Grad. 40, unk:s .uhcmj- sh..wn. I+ABRICATION NOTES Prior Iu fabrication. dtc tibricamr shall tevicw Ihia drawing to verify Ihal This it m: og is in conformance a'hb the fahri-alnr's pions mat n) fa c a condoning respomibility 1'nr each vui- Ih-aliun. Auy Jis-rrpar.elcs am to be put In it' hcInc. culling car fal.riculitui. Plates shall our be iasulld doer kes niuh.j, toms ar diruarcd grain- m—da," Mail he cal r. tight plting xwd m Baal bluing. 'Coo- neer. r pores J.a11 he I..." ua bwh facts at II., truss zvilh nails (ally Imhcddd and sha11 I.e . sy I' abwl d.e jnim wdcss ull.cru ix simwn. A 5. 4 plate is 5' nick s 4' tang. A 6.8 phtc is 6' wide c 8- lung. Slots (hates) cam parallel 1. 0. plate length spe.fcd- Douhle ems can such members shall meet al he eemndd of ill. webs unless olherlih- shown. Co..ni; Icr plate sizes rc mirdmum sizes based on the forces sh.nw oral tray ..cell Id Ire I-s d 1-1 r:cfrain ha.d- ling ndli r.rfinn svcsxc This .rruss'Is nut I. be rabrieald with fire r ad.rn Irealtal lundsef uulcss odarwise shown. For mWilisoul infurmalian no Quldily Canlrul refer Id .: ANSIfVpl 1-1995 PRECAUTIONARY NOTES All bndng and creed... rccumn....daliuns arc it. he f.load in acrzudari: ss-ill.'11a.vlling InuallingdzBnei_-. HIB-91. - -rmsxs are in he limullcd with Particular arc during handing and mindling, delivery and inslallulion hl avoid damage. Temp,—,,, and pernnnem bncing fur ' adding I.._ In a nnight aml Plumb p.u- Iliun and for resislinc latent fumes shall be designed and bwalled by lobos_ C acful hand- ling Is —anal and a ian bracing Is always taircil. N.aanali prmaatir ry acti.ol far jr,". 1 rcqulrcs such I-mpongf bncing during halallmt.m 1 d_. Iruzxs to avoid lapplina and d.aninaing 11w supcnisinn (If erection of Ifusses 01311 Ire under the ciwrol of pelsons e Pcri d in nc. b.0 16,6m cal Inrsrea. Pndeni mat adriee shall la, snaghl if needed. Caocemraunn of ctlnsiruaiun Inads grealer elm. 11. design toads shall not be applied hI vas_ at any lime. No Inads cul"r Ilan the isroighl of the erecurs shall le applied to JWSxr umll after all Iasiening and bracing is - alai ucd. . MA11ONDA SYS'TE1V1S ttttii f 111111`Ip` p0ti Pffff' O ••aa...a•a•• Cl f f No. 0050068 STATE OF 11/ 111111111ittt" HIP GIRDER 2x OF WO: IIIPDETAI. L TI: HIP 0TY:1 BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN OSB NOT TO EXCEED 24 "O.C. TO BE NAILED TO TRUSSES w/ o 12" ON CEN. STAGGERED PRE-ENG' D TRUSS TOP WALL OF BUILDING NEW Al rzSW),dlnmlr.. N (w m WARN IN G : READ ALL NO'I`ES ON THIS SKEET- Ling- Juh: 1"_aronda Systems A COPY OF T1-IIS DRAWING TO BE GIVEN TO ERECTING DD'g: CONTRACTOR. Dsgnr:. Chi.: 4005 MARONDA WAY BRACING WARNING: fC Live, 16.0 psf SANFORD, FL. 32771 1 ra,ing shown oa'his Jru.ving is nuI -union bracing, wind bracing, pnrmi bradug ar similar bracing TC Deaal 7.0 psf, 407) 321- 0064 Fax (407) 321-3913 wf 1l is a P;m of Ibe huilJing Design and which must he cuusidncd by the building designer. Mang slu.un is fin Iatnr.Il support of miss members lady to rnluce buckling koglh. I'tdvisiuns must be - ISC Live 0.0 psf TOMASPONCE P.E. nia,le ,i n.,rinr kucmd bncing at cods :u.I spccilicd dncniiuns JcmrmineJ by the huiddiug dcsigaer- r\JJii Lin:. hrncmg of the uvei call he SSC Dead 10.0 sr LICENSE #0050068snn[Iurc may rcyuireJ. (See IIIB-91 nl'TPp. Truss Plait Invilum, TPI, - Id 1890 GREENBROOK CLOVIEDO,FL52786 is ).xnled al 581 D'Onaf to Orivc, Madison, OVismisin 5.3719). TOTAL 33. 0 psf Dcrign_ Aloud, Amlpsis i t JOBPA TH: C:ITEE-LOKlJOBSlifff'DET— I Tniss 11): I1n' Dale: 10- 20-00 DurPhe - Lur: 1.25 DurFate -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCs: 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 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 ve,rl- fleation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots ordistorted 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 shomvn. 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 toppltng 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 1,9 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=-0.1411 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 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/311x 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 Iiipact Resistant Covering and/or Glazing Req TC... 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 QTY: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 1 2 3 6 7 8 - 0 5X8 4X6 600 oniv - axlU 4X6 8X10 0-4-3 4X6 T 9-10-3 M M 44-0 0 14 13 12 11 10 91498# 3.50" 1-0 0 1452f1 3.50" RO11-11) I i4 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 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 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). Eng. Job: Dwg: Dsgnr: TLY ICU: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: A Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-L0KU0BSIIVINA4V HCS: 09.20.02 DESIGN INFORMATION This design Is for an individual 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 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 fabrl-- 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 Lobe Incorporated as part of lire 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 ceding, 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 cohfomiance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall becut 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 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 L- ses 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 Continuous lateral bracing attached to BOTCHORDS: 2x6 SP 2 either edge of web(s) shown. Bracing MUST be 2x4SP1D1positionedtoprovideequalunbraced2x4 SP 2 D 2 segments OR 2x4 T-brace nailed flat to edge WEBS: 2x4 SP 2 of web with w/311x 0.120" nails spaced 81r o.c 2x4 SP 3 1,3,12 Brace must extend at least 90% of web length MULTIPLELOADS -- This design is the 2x6 Brace required on any web over 14'-011- ccmpiosite result of multiple loads. All COMPRESSION Chords are assumed to be PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1059# Support 2 1089# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 9- 3-2 0- 4-3 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 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 -5063 0.82 17-16 4588 0.96 2- 3 -3059 0.71 16-15 4209 0.95 3- 4 -2290 0.63 15-14 2688 0.68 4- 5 -1870 0.42 14-13 2051 0.45 5- 6 -1784 0.42 13-12 1873 0.32 6- 7 -2046 0.49 12-11 2128 0.38 7- 8 -2628 0.54 .11-10 2460 0.48 8- 9 -2800 0.50 TI: A] 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 11 1 2 3 1 5 7 R 0 3. 00 I 6. 00 5X8 3X4 4X6 3. 00 0 OA1V 4AO f 8- 10-3 0- 4-3 0- 3 w 4- 0-0 1, 12-10-14 11 4-0-0 1, 22-9-10 7 16 15 14 13 12 11 1 1498# 3.50" 1498# 3.50" 0-0RO144-0-0 0 0 11_11) 1R0-11-11) 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 DFLOVIEDO. FL32766 Design: Matrix Analpris 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 shnflar bracing which is a part of the building design and which must be consldered 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: C: ITEE-L0 UOBSIlV1NA4V Eng. Job: Dwg: Dsgnr: TLY Clik: WO: WINA4 Truss ID: Al Date: 4-01- 03 TIC lave 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 I HCS: 08. 20. 02 DESIGN INFORMATION This design Is for an individual 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 Information, specifications and/or designs fumished 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 NOS-97 to be Incorporated as part of the budding 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 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 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 veri- 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 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 tholes) 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", HIS-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- dog 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 shallnot 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 U.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 composite 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=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.1011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" 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/311x 0.120" nails spaced 811 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 Iiiipact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI' 1- 2 -2797 0.46 15-14 2457 0.48 2- 3 -26250.51 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 9TY: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 17-0-0 Ilk 12 3 5 7 8 9 0 4X6 3X4 4X6 6 0000 4A057. IU 5NIU 8X1U 8X10 4X6 8-10- 3 0-4- 3 44-0- 0 15 14 13 12 11 161 1498# 3. 50" 1452# 3.50" 11-0- 00 44-0- 0 RO-11- 11) I 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 Design: Matrix Analysis WARNINU: 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 budding 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 budding 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-L0KU0BSIWINA4V, Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: A2 Date: 3- 21-03 TIC 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 1 Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 19945- 17 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 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 onformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to beput 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 wiLh fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling instaUing & Bracing', HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation toavoid 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 bads other than the weight of the erectors shallbe 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 coutposite 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=-0.251' 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 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 141-011. 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 We: 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 - 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- 018) 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 1 11 14- 0- 0 15-0-0 1 2 3 5 6 7 9 10 11 6 00 -6 003.00 1 5X8 3X4 2X4 3X4 4X6 I 3.00 7-10-3 0-4-3 0-3 n 4-0- 0 12-10-14 4-0-0 1, 22-9-10 11 0 19 18 17 16 15 14 13 - 12 1498# 3.50" 1-0-0 1498N 3.50" e (RO44-0- 0 1- 0-0 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-1111-11) scale = 0.1457 irlaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LiCENSE #0050068 1005 VANNESSA DR.0VIED0. F1_3276G Design: Mairtr 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 drannng 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 HIB-91 of TPI). Truss Plate Institute- TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE- LOKIJOBSIWINA4V Eng. Job: Dwg:. Dsgnr: TLY Clik: WO: WINA4 Truss ID: A3 Date: 4-01-03 TIC 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- 20368- 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, spedficatk, and/or designs fumished 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 exercises. no control with regard to fabrica- Bon. 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 Par! of the building design by Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadingsshown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snowloads, project specifications or special applied loads. Unless shown,. I- 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 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- fication. Any discrepancles are to be put In writing before cutting or fabrication.. - Plates shall not be installed over knotholes. knots or distorted gram. 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 shallbe sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide z 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 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- 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 domino mg. 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 ru tsses atany time. No loads other than the - welghl of the erectors shall be applied to trusses until after all fastening and bracing. is completed. . JB: WINCHESTEF TOP CHORDS: 2x4 BOT CHORDS: 2x6 WEBS: 2x4 A 4 AC: 10# UPLIFT D.L. SP #2 SP #2 SP#2 2x4 SP # 3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# 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= 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 - 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 QTY: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- I 4 1451 0 -940 BOT H-ROLL 15-0- 0 14-0-0 k15-0-0 Ilk 1 2357896.00 0 5X8 2X4 5X8 7-10- 3 0-44- 3 L n n 44-0- 0 16 15 14 13 12 11 1 1498# 3. 50" 1452# 3.50" 1-0000 RO-11- 11) I 44-0- 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 -1a = -0 1AR4 r8aronda 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 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 TPff. Truss Plate Institute, TPI, is located at 583 D'Onofrlo 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' Truss ID: A4 Date: 3- 21-03 DurFac Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA v-no nr, ng- 1 OOAA_ 1 f Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BSIWINA4V HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Infonnatlon 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 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 budding 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, rutss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously bated 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 toverify 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 nads fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" vide 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- 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 constructlon 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: 2k6 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, EScp.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 1 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 SCHEDULE: Support 1 978# Support 2 1039# TC... FORCE ... CSI 1- 2 -5380 0.73 2- 3 -5324 0.85 3- 4 -2785 0.54 4- 5 -2753 0.42 5- 6 -2448 0.36 6- 7 -2452 0.38 7- 8 -2062 0.42 8- 9 -2368 0.60 9- 10 -2808 0.63 BC ... FORCE ... CSI 18- 17 4907 0.71 17- 16 2980 0.64 16- 15 2435 0.51 15- 14 2846 0.45 14- 13 2339 0.45 13- 12 2457 0.46 12- 11 2460 0.47 TI: A5 QTY:1 Joint Locations========-====== 1) 0- 0- 0 7) 26- 1- 3 13) 31- 0- 0 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 Ilk 13-0-0 11 18- 0-0 13-0-0 1 2 3 5 6 7 9 1 6. 00 -6 00003. 00 1 5X8 3X4 2X4 3. 00 6X8 4X6 u- 0A1U 0A1U 4AD 6- 10-3 0- 4-3 0- 3 n 4- 0-0 12-10-14 4-0-0 11 22_9_10 8 17 i6 15 14 13 12 11 1498# 3.50" 1498k 3.50" 1- 0-0 e 44-0-0 100 RO- 11-11) (RO- 11-11) 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 DROVIEDO.FL32766 Design: Maim 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, poral 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 tress 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'Onof io Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKU0BSI1VINA4V 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 nsf Truss ID: A5 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V: 09.05.02- 19954- 26 HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION I TOP CHORDS: 2x4 SP #2 This design Is for an individual building BOT CHORDS: 2x6 SP #2 component and has been based on information I WEBS: 2x4 SP #2 provided by the client. The designer disciaans 2x4 SP #3 1,10 any responsibWty for damages as a result of MULTIPLE LOADS -- This design is thefaultyorincorrectInformation, specifications gn and/or designs furnished to the truss designer ccTrposite result of multiple loads. by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be of this Information as it may relate to a spe- continuously braced unless noted otherwise. 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 engineerl. 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 responsibWty for such veri- fication. Any discrepancies arc 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/TP1 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 dominohrg. The supervision of erection of rutsses 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 1000# Support 2 1039# MAX LIVE LOAD DEFLECTION: L/999 L=-0.16" D=-0.16" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RNB = 1.15 T 7-3-2 0-4-3 1 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". 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 9TY: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 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL Ilk 13-0-0 18-0-0 k13-0-0 1 2 4 5 7 8 G.00 0 4X6 3X4 6X8 4X6 6-10-3 0-4-3 n A 44-0-0 15 14 13 12 11 10 9 1498N 3.50" 1-0-0 -0 1498N 3.50" 11-I 44-0-0 11 0 RO - 0- I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 M_ aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIM(j: 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 budding 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, Wi-onsin 53719). Design: Matrix Analysis JOB PATH., C:ITEE-L0KU0BSIWINA4V 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 osf Truss ID: A6 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 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 trnrtnation, 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 designloadings 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 contmu- 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 ved- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. 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 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 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 I 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 Ln 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 dominomg. 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 #3 2x4 SP #2 2,4,6,8,9 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 1005# Support 2 1041# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.30" D=-0.31" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.1411 RMB = 1.15 T 6- 3-2 0- 4-3 WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST,be positioned to piovide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 811 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". 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= 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 -5443 0.78 16-15 4985 0.77 2- 3 -3056 0.90 15-14 4534 0.75 3- 4 -3379 0.68 14-13 2691 0.48 4- 5 -2901 0.41 13-12 3492 0.58 5- 6 -2906 0.50 12-11 2714 0.60 6- 7 -2224 0.44 11-10 2456 0.57 7- 8 -2532 0.52 8- 9 -2791 0.55 TI: A7 QTY:1 Joint Locations=============== 1) 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 Ilk 11-0-0 22-0-0 11-0-0 1 2 4 5 6 8 9 6. 00 - 0 3. 00 I 5X8 3X4 6X8 3X4 4X6 3. 00 oniv OALU 4AO T 5- 10-3 0- 4-3 0- 3 n 4- 0-0 11 12-10.14 4-0-0 22-9-10 6 15 14 13 12 11 1 1498# 3.50" 1498# 3.50" 100 110- 11-11) I le 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 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 NOTESON 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 HIS-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKU0BSIVV1NA4V Eng. Job: Dwg: Dsgnr: TLY Chk:. WO: WINA4 Truss ID: A7 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- 19955- 2 HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L, WO: WINA4 WE: 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. speclflcatlons 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 (registeredarchitect 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 meeung 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. Plat 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 Ivith 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- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- g 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 supemision 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 thanthe weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP # 2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 1040# MAX LIVE LOAD DEFLECTION: L/999 L=-0. 19" D=-0.19" T=-0.381r MAX HORIZONTAL. TOTAL LOAD DEFLECTION: T= 0. 11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 06-1 RMB = 1. 15 1 6- 3- 2 0-4- 3 MULTIPLE LOADS -- This design is the couposite 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, Ecp.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 - 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 O: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 9TY:1 Joint Locations=============== 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- 6- 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 2210-0 11-0-0 1 2 4 5 6 8 9 0 0Aku 44- 0- 0 OAIU 0 4X6 T 5- 10- 3 0-4- 3 14 1312 11 ld 1498N 3.50" 1-0-0 1498N 3.50" iv 44-0- 0 100 RO-11-11) ( I RO-11-11) 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: Matrik 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 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 HI8-9I of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE- L0KU0BSIWINA4V Eng. Job: Dwg: Dsgnr:, TLY Clik: WO: WINA4 Truss ID: A8 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- 19942- 1 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 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 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 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 infornatlon 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- Itlon 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 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 theweightofanyerectorsshallbeappliedto trusses until after all fasten mg 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=-0.391t T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.30rr 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 141-011. 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= 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- 6- 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 QTY: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 1 0 -1043 BOT H-ROLL 9-0-0 26-0-0 9-0-0 1 2 4 5 6 7 8 10 Al 0 _ 0 T 5-3-2 04-3 6X8 3.00 I 4X6 3X4 3X4 3X4 3X6 2Xd 4YR 3X6 2X4 8X10 4X8 uV1A 1-0-0 8X10 8X10 4X6 3.00 4X6 T 0-4-3 4-10-3 0-3 n 4-0-0 12-10-14 1, 4-0-0 L, 22-9-10 9 18 17 16 15 14 13 12 1498# 3.50" 1-0-0 1498# 3.50" 1-0-0( R0-11-11) i. 44-0-0 ( I Rp-it-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 M-aronda 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 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 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 HIB-91 of TPI). Truss Plate institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0XU0BSIW/NA4V 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 Truss ID: A9 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac Pit: 1.25 O.C. Spacing: 24.0" g Design Criteria: TPI Code Desc: FLA V:09.05.02- 19956- 28 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 aresult 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 Buliding, 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, trusshas not been designed. for I -:: storage or occupancy loads. The design assumes d 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 celling, they should be braced at a maximum spacing of 10'-U' o.c. Connector plates shall be manufactured from 20 gauge hot idipped galvanized steel meeting ASTM A 653, Grade40, unless otherwise shown.. FABRICATION NOTES Prior to fabrication, the fabricator shall review t this drawing to verify that this drawing is in conformance with the fabricator's plans and to a 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 shad] 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 j. sym. about the Joint unless otherwise shown. A p 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 sizesbased on the forces shown t 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 showm. For additional Information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with "Handling Instatiing & 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 othersCareful hand- ling Is essential and erection bracing is always required. Normal precautionary action for i trusses requires such temporary bracing during . installation between trusses to avoid toppling and dominoblg. The supervision of erechon of trusses shall be under the control of persons experienced In the Insfallatimn 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 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1042# MAX LIVE LOAD DEFLECTION: L/999 L=- 0.26". D=-0.2611 T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.061, RMB = 1.15 T 5-3- 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= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B,- Xzt= 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 17 2 -2838 0.46 16-15 2506 0.46 2- 3 -2630 0.43 15-14 2305 0.40 3- 4 -3228, 0.55 14-13 3258 0.51 4- 5 -3558 0.58 13-12 3258 0.51 5- 6 -3558 0.58 12-11 2305, 0.40 6- 7 -3228 0.55 11-10 2506 0.46 7- 8 -2630 0.45 8- 9 -2838 0.47 TI: B 9TY: 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- A- 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 9-0-0 1 2 4 5 6 8 9 6.00 - 0 yr»u 'fAV 0AILU 4AO T 0-4- 3 4-10-3 n. 44-0- 0 16 15 _ 14 13 12 11 1 1498# 3.50" 1498ft 3.50" 1-0-0RO-11-11) I 44-0-0 11-0-0 I R0_ll_ ll) EXCEPT AS SI30WN PLATES ARE TL20 GA . TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA Mar®nda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: B CONTRACTOR. Dsgnr:- TLY Clrk: 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 part of the building design and which must be considered by the building designer. Bracing TC Dead 7. 0 psf DurFac - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support oft ss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24:0n 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- (SeeHIB-91 of TPI). - BC Dead 10.0 psf Design Criteria: TPI. LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrm Drive, Madison, Wisconsin 53719). 1 Code Desc: FLA1005 VANNESSA DROVIEDO. Fl-32766 TOTAL 33.0 psf V:09.05.02- 19941- 1 Design: Matrix -Analysis JOB PATH: C:ITEE-L0KlJ0&IWINA4V - HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual 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 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 bya. 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 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 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- ficatlon. 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 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 trusses in a straight and plumb pos- tion 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 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 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 l WEBS: 2x4 SP #3 2x4 SP #2 10,12 2- PLY TRUSSI 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 1 999# Support 2 1016# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.49" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.3311 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.161, 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 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 12.5irph, Her 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 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.24 16-15 8086 0.52 4- 5 -12601 0.26 15-14 14188 0.81 5- 6 -14332 0.28 14-13 11206 0.68 6- 7 -9730 0.18 13-12 10784 0.63 7- 8 -9732 0.21 12-11 5697 0.37 8- 9 -6371 0:20 11-10 5648 0.32 2- PLYS REQUIRED TI: B 1 QTY:2 Joint Locations=======e:======= 1) 0- 0- 0 7) 29- 1- 3 13) 2 1 - 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 7- 0-0 30-0-0 7-0-0 1 2 4 5 6 7 9 6. 00 _ Q 10X10 10X10 6X8 12X12 3. 00 1 1 3.00 10X10 10X10 T 04- 3 3-10-3 4 7 0- 3 n 4- 0-0 12-10-14 4-0-0 L, 22-9-10 8 17 16 15 14 13 12 1L 1 3096# 3.50" 3091# 3.50" 1- 0 0 _I 44-0-0 1_0-0 R0- 11-11) 430# 430# (I RO-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 DR.OVIEDO.FL32766 Design: Marra 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 s(nldar bracing which Is a part of the budding 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: QITEE-L0KV0BSIW1NA4V Eng. Job: Dwg: Dsgnr: TLY Chk: WO: WINA4 Truss ID: B 1 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 compress on chords JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design Is for an individual building. 2X6 SP #2 2,3 component and has been based on information BOT CHORDS: 2X6 SP #2 provided by the client. The designer disclaims WEBS: 2x4 SP #3 any responsibility for damages as a result of faulty or incorrect information, specifications 2X4 SP #2 - 3 , $, 7, 9 and/or designs furnished to the truss designer 2-PLY TRUSS! fasten w/311X 0.12011 nails in by the client and the correctness or accuracy staggered pattern per nailing schedule: of this information as It may relate to a spe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per. ft cific project and accepts no responsibility or Distribute loads equally to each ply. exercises no control with regard to fabrics - runs handling, shipment and installation td trusses. This truss has been designedsigned a asanPROVIDE UPLIFT CONNECTION PER SCHEDULE - Individual building component in accordance with Support 1 1364# ANSI/ TPl 1-1995 and NDS-97 to be incorporated - Support 2 - 1364# - as part of the butlding design by a Building MAX LIVE LOAD DEFLECTION: Designer ( registered architector professional L/999 - - engineer).. Whenreviewedforapprovalbythebuildingdesigner. the design. loadings shown L=-O.36" D=-0.38" T=-0.73" must be checked to be sure that the data shown MAX HORIZONTAL TOTAL. LOAD DEFLECTION: are in agreement with the local building codes. T= 0 . 15 a to al climatic records for wind or snow loads, MAX HORIZONTAL LIVE LOAD DEFLECTION: project specifications or special applied loads. T= 0 Unless shown, truss has not been designed for 07 storage or occupancy loads. The design assumes i R I - RMB 1. OO s. oporboltomareconUnuouslybraced by sheathing unless otherwise specified. Where bottom chords Intension are not Tully braced laterally by a properly applied rigid ceiling, they should be braced at a maximumspacing 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 installedoverknotholes, 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"9ong. - 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 certainhand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated p lumber unless otherwise shown. For additional information on Quality Control refer to I ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HI8-91. 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 trussesto avoid loppltng and dommoIng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advicehallbe 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 lire weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 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 01, 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- D- 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 6 006 enu 4.%U OAlV 4AD 5AIU 4X64X6 T 0-4-3 3-10-3 A 44- 0-0 16 15 14 13 12 11 1 3093# 3.50" 3093# 3.50" 1 0 0 f 44-0-0 1-- 00--0- RO-11-11) I 430# 430# (IRO- 11_ll) EXCEPT AS SHOWN PLATES AJ TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.1457 Mar®nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO,FL.32766 Design: Matrix Analysis 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: B2 Date: 3-.21- 03 TC Live 16.0 psf DurFac - Lbr: 1. 25 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which TC Dead 7.0 psf DurFae - Pit: 1. 25 is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral truss to buckling length. I BC Live - 0.0 O.C. S aein24.0" p g support of members only reduce Provisionsmustbemadetoanchorlateralbracingatendsand specified locations determined by the building designer. Additional bracing psf BC Dead 10.0 pSf Design Criteria: TPI s of the overall structure may be required. (See HIB-91 of TPI). Code Desc: FLA -! Truss Plate Institute, TPi, Is located at 583D'Onofno Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 19940- 12 JOB PATH: C:ITEE-L0KU0BSIIV/NA4V HCS: 08. 20-02 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 information, specifications and/or designs fumished 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 responsibWLy 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 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 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 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 tnformation 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 pet- 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 requlres such temporary bracing during installation between trusses to avoid toppling, and dommotng. 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 rutsses until 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 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 . 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.0211 D= 0.00-1 T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 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, Kzt= 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- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 24 TI: H QTY:3 Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC 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- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 2X 3-9-15 4-3-5 0-3-15 3X6 3X4 9-10-13 I, 15 4 209# 4.95" 423# 2.50" 1-5-0 9-10-13 111-4-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale =. 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINA4 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chx: Date: 3-21-03 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 stmon, 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 buckling length. Provisions be BC Live 0.0 p sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of truss 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. (See HIB-91 ofTPll. p Code Dese: FLALICENSE #0050068 rrrross Plate institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDOXI-32766 TOTAL 33.0 psf V:09.05.02- 19947- 1 Design: Matt Analysis JOB PATH: C:ITEE-LOKUOBSIW1NA4V HCS: 08.20.02 JB: WINCHESTER A 4 DESIGN INFORMATION TOP CHORDS: 2x4 SP This design is for an individual building BOT CHORDS: 2x4 SP component and has been based on infonnatlon I WEBS: 2x4 SP 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 INornatlon 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 buildingbuilding 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 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 rigidceiling, 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 ASfM 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 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 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- ition 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 Installation between trusses to avoid toppling and do-L—ing. The supervision of e—Llon 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. AC: 10# UPLIFT D.L. 2 2 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= 0.0011 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, Kzt= 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 2. 12 I 2 TI: H 1 _ QTY: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 TC 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 10 -341 BOT, H-ROLL 2- 9-15 1- 0-0 0- 4-15 5- 7-14 3-9-15 6 4 1- 5-0 209# 4.95" 423# 2.50" R1- 4-12) e 9-10-13 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 VANNE55A Dn.OVIEDO.FL32766 Design: Matrix Analysis WAKNING: 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 budding 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 budding designer. Additional bracing of the overall structure may be required. (See HI3-9I of TPI). ffruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSl91NA4V scale = 0.4912 Eng. Job: Dwg: Dsgnr: TLY Clot: WO: WIN Truss ID: H 1 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" I BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 19958- 30 HCS: 08.20.02 JB: WINCHESTER A 4 DESIGN INFORMATION TOP CHORDS: 2x4 SP This design is for an individual building BOT CHORDS: 2x4 SP 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 I— 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 galvant-d 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 emitmuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plate'slato 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 six s 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 I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HB-91. Trusses are to be handled with particular rare 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 farces 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. - AC: 10# UPLIFT D.L. 2 D 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 W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inglact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -69 0.99 4- 3 -2 0.84 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 7-0-0 1 2 0 3-10-3 Attach with, (4) 16d Toe -Nails Attach with (2) 10d Toe -Nails 275# 3.50" 151# 2.50" 1.3 1-0-0 j 7-0-0 8282#.50" RO-11-11 C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 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: J CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-09-03 1TCLive16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bmcing 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 designon Bracing Is for lateral truss buckling length. Provisions be BC Live 0.0 psf O.C. S 24.0" Spacing: iS 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 budding designer- BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91'of TPI). psf Code Dese: FLA LICENSE #0050068 IT— Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719)., 1005 VANNESSA DP OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 3051 6- 0 Design: Marrix Analysis JOB PATH: CATEE-LOKIHOMEDIR - HCS: 08.20.02 J DESIGN INFORMATION This design Is for an Individual building rnponent and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Wommati—, 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- dflc project and accepts no responsibility or exercises no control with regard to falodca- - tlon, handling, shipment and instadatlon 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 budding design by a Building Designer [registered architect or professional engineer). Whem reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local c1lmaUc records for wind or snow loads, project specifimuons 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 shealhing unless otherwise specified. Where bottom dI o ds in tension are not fully braced laterally by a properly applied rigid celllng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Omde 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 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 thejoint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (hoies) 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 erectlon 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 I-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 bacing 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 is essential and erection bracing is always required. Normal precautionary actionfor trusses requires such temporary bracing during inZatlon between trusses to avoid toppling m anddoinoing. The supervision of erection of trusses shall be under the control of persons experienced In the inslallauon of trusses. Profess tonal advice shad be sought 0 needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al. any time. No loads .,her than the weight of the erectors shad be applied to trusses until alter all fastening and bracing is completed. JB: WINCHESIER 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 1 230# 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= 125mph, 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 PER SCHEDULE 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 i 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 3. 001 0- 3 4- 0-0 2-8-8 III l 6 277# 3.50" 231# 2.50" 1- 0-0 7- 0-0 01 RI)- 11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY drawing bracing, bracing, bracing bracing SANFORD, FL 32771 Bracing shown on this is not erection wind ponal or similar which is a part of the building design and which most be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 Sir— is for lateral support of truss members only to reduce buckling 1—gi.h. Provisloos must be made to anchor lateral bracing at ends and specified lorauo— detemnmed by the budding designer.. TOMAS PONCE P.E. Additional btacutg of the overall structure may be required. (See HIB-91 of TPI). I- ICFNSF #0050068 ffrm=s Plate 1—tiWte. TPI. is I" —I d al 583 D Ooofr;o Drive. Madison. Wtscons6r 53719). 1005 VANNESSA DR.OVIFDO.FL32766 Design: Mwrir Analysis JOB PA771: CATEE-LOKWOMEDIR 10d Toe-Nails4) Attach with (2) 10d Toe -Nails scale = 0.4929 Eng. Job: Dwg: Dsgnrc TLY Clhk: WV: WINA4 Truss ID: J1 Date: 10-09-03 TIC Live 1.6.0 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- 30530- 1 HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS- 2x4 SP #2 This design is for an Individual building BOT CHORDS: 2x4 SP #2 component and has been based on information I WEBS: 2x4 SP #3 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 fabrics- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7P1 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 )oral 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'-o" 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 verf- firntion. Any discrepancles are to be put in writing before cutting or fabrication. Plates shah 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 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 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 donrinoing. 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 1 231# 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" RMB = 1.15 4-3-2 0-4-3 I WO: WINA4 WE: WndLod per ASCE 7-99, CSC, V= 125r:tph, 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 lupact Resistant Covering and/or Glazing Req 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 3-3-13 10d Toe--Niails4) Attach with (2) 10d Toe -Nails 3.00 I 0-3 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 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 Maronda Syste111S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Ds : CONTRACTOR. g TLY BRACING WARNING: TIC Live 4005 MARON DA WAY Bracing shown on this dmwing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deterntned by the building designer. _ Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead LICENSE #0050068 Truss Plate institute, TPI, Is located at 583 D'Onolrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL Design: Mmrfx Analysis JOB PATH: CATEE-LOKIHOMEDIR Truss ID: J 1 A Chk: Date:10-09-03 16.0 psf DurFac - Lbr: 1.25 7.0 psf 0.0 psf 10.0 psf DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 9 II I 33.0 psf V:09.05.02- 30529- 11 HCS: 08.20.02 - i I DESIGN INFORMATION f This design is for an Individual buildingIcomponentandhasbeenbasedontnformatfon - 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 iby the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or - exerct— no control with regard to fabrca- tion, handling, shipment and Installation of trusses. This truss has been designed as an i 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 I Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown i must be checked to be sure that the data shown are in agreement with the local building codes, I local climatic records for wind or snow loads,. i project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The destgo 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 ASIM 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 thefabricator'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 shag not be Installed over knotholes, is 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 Gx8 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 ce.traid 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 guahty Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng & 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 dominotng. 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 allfastening and bracing Is completed. JB: WINCHESTER A 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 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 3- 3-14 0- 4-3 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= 125niph, 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 TI: J2 QTY:6 joint Locations==- ========== 1) 0- b- 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 5- 1-8 Ir 1 2 0 2- 10-15 Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails rl 5- 1-8 Ilk4 3 213# 3.50" 110# 2.50" 1- 0-0 5- 1-8 61# 2 50" R0- 11-11) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6319 d9'OIl( S eIflS y WARMING: 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: J2 Date: 10- 09-03 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 DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing for lateral buckling length BC Li0.0 psf Live p O.C. Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 shown 1. support of truss members only to reduce Provisions must be made to anchor lateral bracmg at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI - TOMAS PONCE P. E. Additional bracing of the overall structure maybe required. (See HIB-91 of TPI). 1 Code Desc: 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- 30519- 3 - Design: Mauiz Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 f 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 exerclses no control with regard to fabrica- tion, handling, shipment and Installation of Hisses. This truss has been designed as an individual building component In accord— 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 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 ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shad 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 reall- 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 shad be cut for light fitting wood to wood hearing. Con- nector plates shad be located on troth faces of the truss with nails fully Imbedded and shall be sym. about the jointunless 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- 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- ltlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling I. 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 HOT 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 I WE: WndLod per ASCE 7-98, C&C, V= 125nph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L=.44.0 ft W= 5.0 ft 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 5-0-0 0 TI: J26 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 3.00 j 0-3-8 4-0-0 0-8-8 61 4 211# 3.50" 165# 2.50" 1-0-0 5-0-0 0. R0-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Attach with (3) lOd Toe -Nails Attach with (2) 10d Toe -Nails WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: 114aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR- Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or simllar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the budding designer. Bracing Is for lateral truss to buckling length. - BC Live 0.0 Sf407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addttional bracing of the overall structure may be required. (See HIB-91 of TPI). - BC Dead p 10.0 Sfp LICENSE #0050068 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. 1005 VANNESSA DROVIEDO,FL32766 TOTAL 33.0 psf Design: Matrix Analysis JOB PATH: C:IT££-LOKIHOM£DIR scale = 0.6440 Truss ID: J26 Date: 10-09-03, DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code DeSC::FLA HCS: 08.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J3 QTY:6 DESIGN INFORMATION TOP CHORDS:. 2x4 SP #2 Analysis based on Sinplified Analog Model. Joint Locations=====_=====____ This design Is for an Individual building BOT CHORDS: 2x4 SP . #2 - Field Connection at Support 1 must be able 1) 0- 6 7 3) 3- 1- 8 component and has been based on Information transfer 86 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 6- 7 provided by the client. The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125niph, MAX. REACTIONS PER BEARING LOCATION----- any responsibility for damages as a result of Support 1 288# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 - X-Loc Vert Horiz Y-Loc Type information. thetruspecificationsfaulty /ordesignsfor furnishedand/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 Uplift 86 -176 TOP PIN bytheclientandthecorrectnessoraccuracy Support 3 26# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 148 Ill -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 ciflc project and accepts no responsibility or L/999 exercises no control with regard to Cabrica- L=- 0.01" D= 0.00" T=- 0. 01" TC... FORCE... CSI ..BC ... FORCE ... CSI installation of trusses. This truss has been designed as antruss . Thig, shipment and designed 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 engineer). When reviewed for approval by the RMB - 1.15 bulking designer, the design loadings shown must be checked to be sure that the data shown rc 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 IL 3-1-8 rcompressionchords (top or bottom) are continu- ously braced by sheathing unless otherwiser 1. 2 specified. Where bottom chords in tension are not fully braced. laterally by a property applied frigidtelling. they should be braced at a 66.00 maximum spacing of 10'-0" o.c. Connector plates shall he manufactured from 20 gauge hot Attach with (3) dipped galvanized steel meeting ASTM A 653, lOd TOe-Nails Grade 40, unless otherwise shown. FABRICATION NOTES Pilot to fabrication, the fabricator shall review this drawing to verify that this drawing 1s in conformance with the fabilcators plans and to realize a continuing responsibility for such veil- Citation. Any discrepancies are to be put in writing before cutting or fabrication. 1-10-15PlatesshallnotbeInstalledoverknotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 2-3-14 nector platesshall be located on both (aces 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 04-3 embers shall meet at the centroid of the webs Attach (2) unless otherwise shown. Connector plate sizes lOd Toe Nails Naainimusizes based on the forces shown are mm3X4andmay need to be increased for certain hand- 11ng end/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 I- 19% PRECAUTIONARY NOTES Al 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 tntsses 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 Ls 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. 3- 1-8 4 3 148# 3.50" 67# 2.50" 1-0-0 37# 2+501, F 3-1- 8 r (RO-11- 11) C/L: 3-04 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: MdiOf11(Id SySt811115 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g : CONTRACTOR. Ds nr: TLY Chk: TIC Live 16. 0 psi BRACING WARNING: 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 SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf 407) 321-0064Fax (407) 321'-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be T + IOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delennlned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10. 0 psf LICENSE #0050068 frrues plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf 1005 VANNESSA DR.OVIEDO.FL32766 scale = 0.9039 Truss ID: J3 Date: 10-09- 03 DurFac - Lbr: 1. 25 DurFac - Pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA v•no nr, n,)- Anl;9t- i Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. WO: WINA4 WE: TI: J313 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ==============Joint Locations== _===_ ==== This design is for an individual building BOT CHORDS: 2x4 SP #2 .Field Connection at Support 1 must be able 1) 0- 9-13 3) 3- 1- 8 component and has been based on information transfer 88 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 9-13 " provided by the client. The designerdisclams PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C,'V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION- --- any responsibility for damages as a result of Support 1 284# H= 23.0 ft, 'I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type 9 faulty or incorrect information specifications f t and/or designs furnished to the truss designer Support 2 176# Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss 3- 0- 4 67. 88 -176 TOP PIN by the client and the correctness or accuracy Support 3 .`27# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0-.1-12: 148 119 -.284 BOT- PIN of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Reg -3 0- 4 36 0 -27 BOT. H-ROLL cific project and accepts no responsibWtyor L/999 - - - exerclsesnocontrolwithregardtofabrica L=-0.01" D= 0.00" T=-0.01" ..TC... FORCE ... CSI BC ... FORCE ... CSI truss handling. shipment and installation of trusses. This truss has bees designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -30 0.25 4- 3 -17 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 engineer). When reviewed for approval by the. RMB 1.15 - building designer, the design loadings shown must be checked to be sum 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 I compression chords (top or bottom) are commu- Ii 3-1-8 nL ously braced by sheathing unless otherwise _ - I2 specified. Where bottom chords in tension ase at fully braced laterally by a properly applied rigid ceWng, they should be braced at a _ 0 - maximum spacing of 10'-0" o.c. Connector - - - - q plates shall be manufactured from 20 gauge hot - - dipped galvanized steel meeting ASTM A 653. - - 10d Toe-Nails Grade 40, unless otherwise shown. - 10d ._ - FABRICATION NOTES Prior to fabrication; the fabricator shall review - T- this drawing to verify that this drawing is in - i 1-2-7conformancewiththefabricator's plans and to - I realize a continuing responsibility for such ved- 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- 2-3-14 nector plates shall be located on both faces of _ the truss with —IN fully imbedded and shall be - sym. about the joint unless otherwise shown. A - - 5x4 plate is 5" wide x'4" Tong. A 6x8 plate Is 6" - — 0-8-5 - wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts an web 0-4-3 members shallmeet at the centmid of the webs_ unless ( 2) otherwise shown. Connector plate sizes 3X410d TOe-Nads W are minimum sizes based on the forces shown lOd and may need to be increasedfor 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 - - R. - 3. 00 0-3- 8 PRECAUTIONARY NOTES All bracing and a Llon recommendations are .. to be followed in accordance with "Handling - 2-10-0 - - installing & Bracing', HIB-91. Trusses are to 4 - 3 be handled with particular care during banding and bundling, delivery and installation to avoid 148# 3.50" - 68# 2.50m damage. Temporary and permanent bracing 1-0-0 - 37# 2+5011 for holding trusses' in a straight and plumb pos- - 3-1-8 Ilion and for resisting lateral forces shall be - (RO-.11-11) F C/L: 3-0-4 designed and Installed by others. Careful -hand- , kng 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 - t trusses requires such temporary bracing during - fnsta ation between trusses to avoid lopphng WARM IN.G. READ ALL NOTES ON THIS SHEET. _ - Eng. Job:.. I Aq p s and domlmoin . The supervision of erection of ==Systems DW : Truss ID: J3B I trusses shall be under te control of persons p pA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g Iexperienced in the installation of trusses. -liarondDsgnr: TLY Chk:. Date: 10-09-03 - Professional advice shall be sought if needed: CONTRACTOR: Concentration of construction. loads greater BRACING WARNING: - TC Live 16. 0 psf - DurFae —Lbr. 1.25 than the design loads shall not other applied h 4005 MARONDA WAY DurFac Pit: 1.25 trusses at any time. No loads other than the Racing shown drawing B not erection bracing, wad bracing, portal bracing or similar TC Dead _ 7.0 ,psf' - welgbtof the erectors shall beapplied [o SANFORD, FL. 32771 which is a part of the building design and which must beconsidered by the building designer. Bracing O.C.Spacing: 24.0" trusses until after all fastening and 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 O.O _ psf p g • ) is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. _ Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 pSf LICENSE #0050068 tTruss.Plate Institute, TPI,..Is located at 583 D'Onofno Drive; Madison, Wisconsin 53719) T CDde Dese: FLA. 1005 VANNESSA DR. OVIEDO, FL32766 .TOTAL " 33.0 psf V:09.05.02- 30522- 6 a Design: Marra Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTER A 4 AC: 104UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design is for an individual building BOT CHORDS: 2x4 SP #2 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 exemises no control with regard to fabrim- tlon, 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, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ce111ng, 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 nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is Y wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Siots (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 sins are minimum sins 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 Ail 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. 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 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 TI: J4 QTY:6 Joint Locations==========___== 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 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 BOT H-ROLL 1- 1-8 k 120 Attach with (2) lOd Toe -Nails 0- 10-15 Attach with (2) 10d Toe -Nails 1- 1-8 4 3 83# 3.50" 25# 2.50" 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: WO: WINA4 Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J4 y SteMS CONTRACTOR. BRACING WARNING: Dsgnr: TLY IChk: Date: 10-09-03 TIC Live 16.0 psr 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 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 is for lateral truss buckling length. Provisions be BC Live 0.0 psf pO.C. Spacing: 24.Orr pg• 407) 321-0064 Fax (407) 321-3913 shown support of members onlyto reduce must made to anchor lateral at ends and specifed locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See H1B-91 of TPI]. psf t CodeDese: FLA LICENSE #0050068 Truss 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- 30523-- 7 Design: Matrix Analysis JOB PATH. CATEE-LOKWOMEDIR 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 of 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 Budding 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 m 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 ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall bemanufacturedfrom 20 gauge hot dipped galvanized steel meeting ASPM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Pnor 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 responslbWty 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 shad be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate 1s 5" wide x 4" long. A Fix8 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 recommendations are to be followed in accordance with "Handling installing & Bracing", HIB-91. Trusses are to be handled with particular rare 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 shad 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 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 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 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/ 999 L= 0.00" D= 0.0011 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 must be able transfer 28 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 21.0 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 -6 0.02 TI: J4B 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----- 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- 412 0 -6 BOT H-ROLL 1 2 6 0000 0-8- 9 0-2- 8 3.00 I 0-3- 8 0-10- 0 L 4 3 89# 3. 50" 25# 2.50" 1. 11- 1-8 1" 1-1- e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails WAKN[t4ti: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems y A COPYOF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: 4005MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing; portal bracing or simnar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TIC Dead 7. 0 psf 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 0.0 psf 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.0 10 psf LICENSE #0050068 Truss Plate Institute, TPI: is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR. OVIEDO.FL32766 TOTAL 33.0 psf scale = 1.5123 Truss ID: J4B Date: 10-09- 03 DurFac - Lbr: 1. 25 DurFac - Pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA I uesign: MaInX AnafyftS JOB PATH: C:ITEE-LOKIHOMEDIR 1 FLAT OF, BOUNDARY SURVEY for MARPNDA HOMES Legal Description LOT 60, 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. TR A C T 'C' ro 800 60 51.00' 44.00 LWo 0 PROPOSED 79 WINCHESTER 'A' 4 BEDROOM M PROP FF 22.00 CONC. CD 10.00 DRIVE 0 , % D= 20'05'12" 0 1 ------------- ------------------------------- - ----- 7 ----- R= 75.00" O 5' DRAINAGE ESM*T L= 26.29' N 89'38'17" E 100.P0' — X 78 L a00. 61 ' SCALE: 1 "=30" WNLAIRELD CIRCLE SURVEY NOTES: 1) The street address of the above -described propqrty is 120 WHEATFIELD LOOP. 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 Rinimum Technical Standards set forth by the Florida Board of land Sutveyors pursu'antito Section 427. , 627 of the Florida Statutes. REVISIONS: 7-, CERTIFIED CORRECT TO: KITNER,SURVEY ING,- -INC. R. BLAIR KITNER = P. NO. 3382 Post Office Box 823,;,SaAfr.-d ., Fl. 32772-0823 i 46) '322-26013 p- PROJECT 10: 04 - 108 SURVEY DATE: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING; CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: gl,CHESTER Builder: Address: IaO 11 IY l_Jd Igoe Permitting Office: City, State: , 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 (W) 3004 ff 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 f? 0.0 ff _ c. Labeled U or SHGC 0.0 f? 0.0 ff S. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent f? _ c. N/A 9. Wall types a. Concrete, Iut Insul, Exterior R=4.1, 869.0 ff _ b. Frame, Wood, Exterior R=11.0, 1194.0 ff _ c. Frame, Wood, Adjacent R=11.0, 278.0 ft' _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ff 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 b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 32833 PASSTotalbasepoints: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY:aC.UA DATE: q IOC I hereby certify that this building, as designed, is in compliance with the Florida En rgy Code. OWNER/AGENT: DATE: Cap: 34.0 kBta/hr _ SEER: 12.00 Cap: 28.8 kBtu/hr -_ SEER: 12.00 Cap: 35.4 kBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 50.0 gallons _ EF: 0.92 PT, Review of the plans and AE STATospecificationscoveredbythis calculation indicates compliance o4-J with the Florida Energy Code. vBeforeconstructioniscompleted this building will be inspected for compliance with Section 553.908 t, gS Florida Statutes. -, ;., c0 BUILDING OFFICIAL i .. H;v DATE: EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details 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 0.89 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-Value 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 Total: 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 -Grade 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 As -Built Total: 545.0 4646.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 1.079x 1.150 x 0.85) 0.284 0.950 9611.5 61985.2 0.459 1.079x 1.150 x 0.85) 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 EnergyGaugeWlaRES'2001 FLRCPB v3.30 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 1.00 212.5 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 As -Built Total: 545.0 1097.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FlaRES'2001 FLRCPB v3.30 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 Winter As -Built Points: 11175.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 11175.4 0.551 1.068x 1.160 x0.87) 0.461 0.950 2923.5 11175.4 0.449 1.068 x 1.160 x 0.87) 0.455 0.950 2346.7 7799.3 0.6274 4893.3 11175.4 1.00 1.083 0.458 0.950 5270.0 EnergyGaugeTA° DCA Form 60OA-2001 EnergyGauge(URaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT 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 CODE COMPLIANCE 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 1 17753 5270 9810 32833 04 8E STg1 OYc+ COS W-E EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge0/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. 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. Ceilings 606.1.ABC.1.2.3 Between 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 perimeter, 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 -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. AA.22 OTHER PRGC[`_RIPTIVG IIAPARI IRGR /mucf hn mnf ^r nvrnnrinrl by .II —it,11nn— COMPONENTS SECTION 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 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CAS ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6 The higher the score, the more efficient the home. ELECTRIC, , , , 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 ff) 3004 ft2 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 276.0 f? 0.0 ff _ b. Clear - double pane 0.0 fP 0.0 ft, _ c. Tint/other SHGC - single pane 0.0 ff 0.0 ff _ d. Tintlother SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent R=11.0, 378.0ft2 _ c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 869.0 ff _ b. Frame, Wood, Exterior R=11.0, 1194.0 ff _ c. Frame, Wood, Adjacent R=11.0, 278.0 ft' _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ff _ 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):Iuterior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-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 featur,&s, , _ Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 34.0 kBtu/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 kBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 50.0 gallons _ EF: 0.92 PT, y064 CHE sTgr o s 0 WE y.0 NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affai '9Y0A18PMersion: FLRCPB v3.30) Master File #7 Central Florldia B.a.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model. Number(s): 1 "x4" and 1 "xX Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 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 fasteningmethod, 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 A enc 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 7 Created on 02/04/02 Page 1 of 2 1_ NORANDEX PAGE 29 SEE CHART FOR a a a " d a aQ FASTENERS A CAULK TOP OF MULL 10 X 3/4" TEX SCREW JA ow 1x3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) WINDOW JAMB 10 x 3/4" TEX SCREW CAULK SOTTO OF MULL PRECASTED SILL FLA- 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 13(3 MULLION (XFLA-26-1) IX4 MULLION (XFLA-39) 3/4"MAX SEE CHART FOR FASTENERS VERTICAL MULLION SCHEDULE 1-4SINGLEUNITTYPEOF' MLCILION TYPE OF CLIP c WINDOW WINDOW DESIGN PRESSURENE W WIDTH HEIGHT,. NUMBER AND INCH IN 95 PSF FLA-45 TYPE OF FASTENERS V q li26"' n 1.0 _x 3:0_-- I.O x 3.0. OR --- 4 3 160 x 1-1 2 TAPCONS o ai 19-1/8" 3.0 bK---_ 4 p---- n------ 3J6 _x 1_ J2 TAPCONS ti h C~-I 63" : 1_0 x 3.0--- OK-.--- 4 J16_x W 1.0 x 3.0 1- J2" T_APCONS c2 '- 28"" i_0_ x 3.0 OK 4 3 16d`' x 1-1 2" fiAPCONS 26-1/2" x 3.0--- 0_K_- dR--- 4 4 3 160 x 1- f2 TAPCONS n--- CON ti50_ 5 8` 4 3J 0 _x I-2n TAPCONS 166 x 1.-J2 TAPCONS63' 76-3 4„ 1.0 x 3.0--- K--- 4 3 3l8 1 n------ 26" 30 1-0 g 3.0 OK 0_K__ 4 x1-J2 _T_APCONS 3 180' x 1-1 2'WTAPCONS a -- z x- 38_ 1 4 T 10 x 3.0--- dK 4 4 3 16_0 x _1-1 2 TAPCONS N F"e 37" 50_-5%8' 4 T-__ 1_-1 2 TAPCONS J64' x 1- J2 TAPCONS P 1. 0 x 4.0 d_ K OR--- 4 3 6s x 1-1%2 TAPCONS h 26'_ OK 4 1 4sd x 1-1 2' TAPCONS ti O n a. 38_° 1. 0__x_3_.0 1. 0 x_3.0 -- ---OK-- OK _ - 4 4 3 16 3 x_ 1-1 _2 T_A_PCO_N_S 9'90oao 53- 1/8"' 50-5 8.' Z_ 1_0 X 3.0 di( 160"__-- 16¢' x 1-i 2" TAPCONS 1_ n" 94 63' . 7B= 3 4 1. 0 X 3.0--- --- 2_ 4'r OK _ 2 1 40" x _ 1 2"-TAPCON_S_ x i=1 2" TAPCONS a 1.0 x:. 4.0--- OK-- - 2 1 4s"/2''-TA'PCONS A B.®.A..F. ACR. NAME. 4 1 L 1N.)F 12 1VIIhs1.im + CHARLES A ' PA 1{N, P. E FL REG. EKG.. # 49121 DATE: 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS. ARE ALLOY 6063 T6, OR8063T5. 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2") ON EACH ANGLE LEG, THE TAPCON SHALL BE PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH - 3,060 PSI AT28DAYS. z ts V NQRANDEX PAGE 30 I NUTES: — x) ALL A] OR 60 z) WffEN ON EA PLACEI 3). CONCR AT 28 CRARLES FL REG. DATF Cp,y 1 r771 6 1-ak1Y.Li3.LY .IJ.' A a MASTED I DW SILL SH HEAD NORANDEX PAGE .24 I'l A-l'UREER NAM : n47 4 O 1 x 1 3/4 PliSMS INTO 2 x BUCK OR 3/16 0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) 3/16' TEWP131ED GLAss WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. ( 7 sLmlxG Glass 11DOR 1 4' MPERED GLASS ( SEE ELEVATION FOR ANCHOR SPACING. COMPARATIVE ANALYSIS CHART No. of N. or ( ) SlM[NO Glass DOOR O W WIN IF DESIGN LOAD ANCHORS ANCHDRq COMPARATTU ANALYSIS -CHARY No. OF NM or DDdEN51011s. CAPACPTF--PSF _ WINDOW DESIGN LOAD ANCHORS. ANCHORS WIWIDTHHELGR7• DI CAPACITY-P3F Q NLCHF3) INcamm FOSftlV$ A HBAD k "FRAILE WIDTH HEIGHT POSITIVE NEGATIVEHEAD 8 FRAM& 2)10 x 1-3 4" FH-SMS INTO 2 r BUCK su I IAMB INctiEs INCHESSu JAMB W SEEELEVATIONFORANCHOR_ SPACING. 201y 46 46 SD B 50" 16. 6 E, 7 66. 7 88.4 30 -8 - N .A O !• ii 147.901* 75' (4) d8 18 24 6 - 147.376' 4) 88.7 89.4 24 aa.5' 152. 760" BB:6' 86.7 89.4 15 g f 57- 6 `67.5 _ 24 0 152.760• 88.7 7Z4 24 B I, LIL976' (3) b?. 6 57.5 76- 5' (3) 16 6 111.875' 80' 68.7 Bs6 67.6 57-b O ^i p 16r, b 128' 80' 5B-7 58.7 20 66- 7 8_ 1e 6 - , N : 83. 625 (2.5 BO' 86.7. 78.3 Ep 8 6 128' 10. B - 53.825 ..(2.5) 86.7 78:8.. 30: 6 .A. O ca2D3' ' 45 45 r - L37. 375" (; 45 - _ 45 3U ! 0 ' 2D1"...:. - - 60 BO 30 w •1 !U i 98. 5' 24 to 147.876 aB' 80 80 R< IO ".! `f 18 Is t0 99.6' (`) 80 80 111 - Ip n2 152.760' {g,p YO 152.760' -65.3 85.3 24 1p 2) #i0 x 1 3/4" PH -SUS INTO 2 BY OPTIONAL lusa6' ( bss 6s6 18 to . s RUCKWITH1-1/2' MIN. EMBEDMENT. 2 BY 75.5' Io ttta75' 98 66.7 71.3 16 10 53456.4 - 1° - 1° 75.6" (8) t SEEELEVATIONFORANCHORSPACING. WOOD BUCK lea' 68.7 73.8 16 10 a 98' S4-5 5<-6 20 10 1E8 98- 05•B 68-a 20 10 O 83.825 (2-6) 54-6 64-6 G gOODBUCK10toman (25) Be 7 65.z 1° 10 Q y • NaE! IN WIDTH H7' HES1S itiDICATES PANEL SIZE IN F'EEi'. y y W m CALLSIZEWIDTH (2) 3/16-0 x 2-3/4" C. S.W.) TAPCON OR MIAM[ DADE APPROVED CONC. STEELREM, FASTENERS, o a ALL 10' PANELS SEE ELEVATION FOR W q 60.0 D. > ANCHOR SPACING- ai t mat ti$ m o fr7 \ REINF.` z I V. STEELALL 10' PANELS z EO y SHIM AS RE UIRED TYP. JAMB. SECTION X SHIM -- -I 1 a Q WOODSHIM ?SHOWN) OR MUDD TRACK AS REQUIRED 1 BY 2 BY BUCK 2) 3/16'0 x 2-1/4' TAPCON OR S w M1AMiDADSAPPROVEDCONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. m 7t u• NOTES: 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSION3 ARE ALLOY 6063-T5- AORT6WITHTYPICAL :WALL THICKNESS OF • 0.62" A3USEHIGHQUALITY -CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED 1 xa gON TABLE PA300 GLASS cCHARTS, 6 P PANEL ANDMAYVARYDEPENDINGONSIZE.. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX Ali PRODUCTS TO MEET ANY • APPLICABLE`'LOCAL.LAWS. BUILDING CODES, ORDINANCES OR OTHER S DEADERANDSILLSECTIONREQUIREMENTSRESTSOLELYWITHTHEAFFCY ARCHITECT, TYP BUILDING OWNER OR CONTRACTOR X ` X I X PANEL o prJPANEL PANEL PANEL na. 0 i- lmiminiiii nomella N y o qt Z • i 4 q w Z 1BYBUCK7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI AT2BDAYS. 2BY2) TTeica7 zmAmN (4BY2) TmcAL nzvAamN O h o a I I. I I I A NORANDER PAGE 23 T( 2). #10 x 1-3/4" PH—SMS INTO 2 HY BUCK OR3/16" x 2-3/4" TAPCON THRU 1 By BUCK (SHOWN) WITH 3/16" TEMPEREDA1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR GLASS SPACING. 2). #10 x 1-3A' FH-sus INTO 2 g BUCK SEE ELEVATION PANEL .SIZE INCHES DESIGN LOAD NO. OF ANCHOR' SCREWS 1NCAPACITY-PSF FRAME _ qFORANCHORSPACING, HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL )a XXX XXXX ALL q .© h 30 6", x 591/2 " 53.3 55.8 10 16 18 6 CQ 361W x fig 1/z " 49..8 49.8 12. 18 22 Ch o. 64 p. 0430his" x . 791/2 " 49.7 49.7 10 16 20 6 8 OPTIONAL 36 h6' x 791/2 " 45 45 1) ..18 . 22 8 2 BY WOOD BUCK 2) #10 x 1 3/4" PH—SMS INTO 2 9Y SERIES 500 AL UMINUM SLIDING GLASS DOOR. ALL OPERABLE PANELSFASTENERCHARTBUCKWITH1-1/2" MIN. . EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING.CEWRAL(2).3/16"0 z 2-3/4" R c B.O.A. TAPCON OR MIAMIr .. 2 a WOOD • BUCK MA.1S NACTUnft DADE APPROVED CONC. i z WOOD BUCK FASTENERS. • NAM: CALv SIZE WIDTHFl' SEE ELEVATION FOR a y i o `m O, ANCHOR SPACING. 11 t a F iE GIB Oaw Wa stM ns RE UIREDWOODSHIMgSHORN) MUDD TRACK AS REQUIRED t .- TYR HORIZONTAL SECTION i/4' sHIM--iI--c 1 BY 2 Z. et O jORH 2)3/18"0 Y 2-1/4` TAPCON OR BY BUCK MAx a wMIAMIDADEAPPROVEDCONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING. NOTES: mscc rmta rc n' uc cry q vi q 1 SHIM AS REQUIRED MAX SHIM STACK 1/4'. I2 ALL ALUMINUM EXTRUSLON5 ARE T /I/jL11.------- //rI // n,+a wn- CC vw OR TS WITH TYPICAL, WALL THICKNESS OF 0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW- `:FLANGE4) GLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS; AND MAY VARY DEPENDING ON. SIZE.. 6) THE RESPONSIBILITY FOR SELECTION OF NORANDFXPRODUCTSTOMEETANYAppLIOAjjjZIAOALLAWS BUH.DING CODES, ORDINANCES OR' OTHER 'SAFETYINREQUIREMENTSREST 'SOLELY WITH THE ARCHITECT, BUILDING OWNER `'OR CONTRACTolt 6) CONCRETE COMPRESSIVE STRENGTH = 3;000 PSIAT28DAYS. 2BY2)1219AL (4BY2) TwicAi.ctEVAaox NORANDEX PAGE 22 IY/10 2N 01%1 MI/ 4 EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. A-) DU y 10 X 1-3/4" P.H. s:M.S: MIN, EMBEDMENT NOTES: SEE SEEELEVATION FOR ANCHOR SPACING. 1) :SHIM AS REQUIRED, MAY, SHIM STACK 1/4". 2) ALL ALUMINUM;1EICTRUSIONS ARE ALLOY 6063-T5 ACAU OF 3IgGHQUALITYUSEESSLANGE. BEHINDWINDOW41GUS& THICKNESS .RASED ON TABLE E1300 GLASS CHARTS; AND:.: tkaw`VARY DEPENDING ON SIZE 5) THE::$ESP0NSI5ILITY ''OR SELECT DOUBLEIONOF NORANDEX 2PRODUCTS- T6 -QEET..ANY APPLICABLE LOCAL LAWS, BURZINGCQlISORDINANEES -OR OTHER SAFETY RERUIR8MENTSBEST'SOLE:Y. WITH THE ARCHITECT, pqBI$7:DTNG 037-ER.'OR :CONTRACTOR. A 6) NOTE ' `INIIICATES';THAT E§UAL. FASTENERS AT HEAD` AND SIII:' ARE oREQU ED, a Q ALT. FIN ATTACHMENT i UNDER SHEATHING ti u10 X 1-3/4• P.IL S.M.S. M.® 1 MOi:A i. W/1-1/2' MIN. EMBEDMENT SEE.. ELEVATION. FOR TU . FACTURER NAM -:ANCHOR SPACING. MASTER MLR # 3 M. ? _ C TYP. JAMB SECTION WOOD FRAME g, i S1IIM. TOP AND BOTTOM) r_ DOUBLE HEADER AND SILL SECTION jr ljz1 MIN4 EMBEDMENT E. CHARLES, A • _ ' = SEE- ELEVATION FOR FL REG..' ENG:. 49121 WOODFRAMEANCHORSPACING. DATE:.. 3/7/0$•' WINDOW IMENSIONS WINDOW FASTENER. SCHEDULE W PH HEIGHT NO. ANCHORS NO. ANCHORSHESILL JAMBiES INCHES) SEEANOTE 6 35 45 60 35 45 60 q PSFPSFPSFPSF'PSFI PSF W 222* 2 2 2 w L2 25" 3 3s 2 2 2 2 2 C- 5 A p V B" 3 4• 2 2 i L2" 37--1/4" 2_ 2 2 z* 2* 2 3 3 NE-- g 2 f 3 3 3 3• 3 3 8 2" 49-5/8' 2_ 2 2 2 2 2* 2* 3 3 3 Gl 3 3 3 3 3* 3 3 3 ig- 2.. 82- 2 2 2 2* 2* 3 4 4 4 4 o 33* 3- 4 4' h 4 4 $ b' i 3 4 5 C4 N-61 3 q 5 4 3 4 5 k i 5 4tq L . Q q11 p` a• b 4 i 24* ETAU,- A C DETAU- C Tldl IvAx BDETAIL- NORANDEX PAGE 10 10 X 1-3/4" P-H- S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. i t 0 Illill ' i ® _ 10 X 1-3/4" P-H. S.M.S. iY/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI UY&CTUMIL NAME: TYP. Pk j) ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. SjLs_ W/1-1/2" MIN. EMBWMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. CALL 1 E WIDTH WINDOW DIMENSIONS FASTENER SCHEDULE 1 NWIDTHHEIGHT N0. AN HEAD%rSILLHORS NO. ANCHORSJAMB INCHES) INCHES) 35 E 4OTE 6 PSF PSF 2 PSF 35 PSF PSF PSF q W 25" 2 —3236 2- 15--!2" 237-1/4"' 2 2 • 2 3 3, 3.. 3 o 3 3 3 3'. 2 2 2 3 5--!2" 49-5/6' 2 2 2_• 3 3 3 3 3 3 3 2-1/a" 3 — 3 3—. 3• 3 3 3 6--- VOL 2- 2 2• 3 3 4 B"_ 82" 2 2 2 3 z: g• 3 3 3 4 4= n p y LEE 3 3 3• 3 4. kne 2 • 4 4 5 my aeh 36` 12" 76-3/4" 2 2 4 4 5 i N q a y 2 a7 FA 52- 1 6" 3 S 3 3 g 4 4 4 5 5, LA DO TYP_ JAMB SECTION uHrT 1RD75 y d WOOD FRAME 1 I 1/ 4" MAX SHIM ( BOTH JAMBS) 2. 437 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". 750 TYp 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 ORT6. WITH TYPICAL .STALL, THICKNESS OF 0.62" X1-3/4" P.H. S.M.S. 3 USE HIGH :QUALITY .CAULK ,BEHIND WINDOW FLANGE W/1-1/2` MIN. EMBEDMENT 4 Gwa THICKNESS'BASED'ON TABLE E1300 GLASS DDUBLESEE- ELEVATION FOR CHARTS, AID MA7C VARY DEPENDING ON SIZE. ANCHOR SPACI12 A_ 5} TIiB RESPONSIBILITY FOR SELECTION OF NORANDEX ' PRODUCTSToMEETANYAPPLICABLELOCALLAWS, REQUIREMENTS RESTD QII LYSWiTH OR OTHEE ARCH TECT, HEADERANDSILLSECTIONH1rILDrxcOWNERoRCONTRACTORCHPAp, -6) NOTE t INDICATES-' THAT EQUAL FASTENERS AT WOOD _FRAME -- G ENG• #:,4s12t HEAD AND SILL ARE REQUIRED. DATE: 3/ 27/62 udx AIL - A DETAIL-C N SASH Ci DETAIL= B . NORANDEX PAGE 21 7 3/16" TAPCON WITH A. N. i-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 EXTRUSIONS ARE AIJA 4r4 Y 0003-T5 OR To WITH TYPICAL WALL 4 3) USE HIGH QUALITY CAULK BEHIND WWINDO q FLANGE 4 n ' a . 4 GLASS THICKNESS BASED ON TABLE FA300 GLASSCHARTS; AND MAY VARY DEPENDING SIZE. ON 5) THE RESPONSI IIM FOR. SELECTION: 'OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES;. 'I ORDINANCES OR:OTHER SAFETYREQUIREMENTS•REST SOLELY WITH THE ARCHITECTBUILDINGOWNERORCONTRACTOR. . 8) A PRESSURE TREATED. WOODEN':B[ICK:OR MARBLESILLSHALLBEADDED *UNDER.THE PRODUCT TOFULLYSUPPORTUNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORT THE PRODUCT OVER ITS FULL-LENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT EQUAL FASTENERS ATH 1iTYP. 2 BY BUCK Y!M B.®.-A.]F... 3/18" TAPCON MANUFACTURER NAME W/1-1/4" MIN. EMBEDMENT - .Alo2 4N.r.' SEE ELEVATION FOR ANCHOR SPACING) MASTER FME # 4 a E WIDTHLL e e ilk 1 BY BUCK O 2 BY BUCK 1/4` SHIM TYP. JAMB SECTION MAX (BOTH JAMBs) I 'BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP: I BY BUCK CHARLES _. -P FL. REG. LNG. # ,4912i DATE: 12/1i/01 10 Fn S.M_S. 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 45-60 35 45-60 PSF) (PSF) PSF) (PSF 2 2: 2 2 26' 2 2` 2 2 37`. 2 3`— 2 2 2 18-8"_ 2 2•_ 2 3 26-1/2 38-1/4`. 2 2• 2 3 37" _ 2 3•— 2 3 53-1 -8" 33 4-_ 2 3 19-iz8" 2 2• 3 3 26-1/2` 50-5/87 2 2• 3 3 37" 22 3• 3 3 53-1 8` 2` 3 4 26-1/2" 63" 2 2-:_ 3 4 4 53-1 8" 3 4* 3 4 19-1/8" 2_ 20 ' 3 4 28-1 2" 76-3/4" 2 2" 3 4. 37" Sim 24' 44 Yl2 0 u ETAIL-A DETAIL-C 9 t OF d DETAII,-B e UJLX it NORANDEX PAGE 9 L J L110 F.H S.M.S. WITH A NOTES: i4* 1-1/2' MIN. EMBEDMENT 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4`. WINDOW3/16" TAPCON WITH A SEE ELEVATION FOR 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 DIMENSIONS FASTENER SCHEDULEMIN. 1-1/4` AfIN, EMBEDMENT ANCHOR SPACING. A SEE ELEVATION FOR n OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" NO. ANCHORS WANCHORSPACING.-- 3) USE HIGH QUALITY CAU NO. ANCHORSLKBEHINDWINDOWFLANGEWIDTHHEIGHTHEADIAMB N d ' a 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS (INCHES) (INCHES) tiCHARTS, AND MAY VARY DEPENDING ON SIZE. 35 AND 45 35 AND 45 Q Q5) THL RESPONSIBILITY 'FOR SELECTION OF NORANDEX ' / PSF PSF ESE) (PS WWPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, 19-1.8" 2 2BUILDINGCODES, ORDINANCES OR OTHER SAFETY 26-1/2" — 2-- ,, qREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, 37" _ 28" 2 1 BUILDING OWNER OR CONTRACTOR --2-- -- 2 6) A PRESSURE TREATED WOODEN BUCK OR b1AgB 2 O SB,L SHALL BE ADDED UNDER THE PRODUCT TO 19-L6" _ 2 _ —3TFULLYSUPPORTUNTP. THIS SUPPORT SHALL HE 26y Z" 38-1/4" _ 2 . _ -- ad' FIRMLY ATTACHED, INTO MASONARY AND SiJPPORT 37_ -4THEPRODUCTOVERITSFULLLENGTH (SUPPLIED 2— 3 -- d BY OTHERS). D3 7) CONCRETE COMPRESSIVE STRENGTH 3,D00 PSI 19-L8" 2 gctAT28DAYS. Cq _ . ALT. HEADER SECTION s7-2" 50-5/8" _ 2—_ 32 . — TYP. 2 BY BUCK CENTRAL F 53-1 8" --3— -- 3-- MAN iJFAC LokwA B.O.A.F. is -Lei _ 2_ 3 TUR.Eit NA M: L2 1/82 2.. 63" 2 — 3 -- - o 3/16" TAPCON 2 kj q W/1-1/4" MN4. EMBEDMENT ')USTEI c + SEE ELEVATION FOR 2FORANCHORSPACING. 78-3/4" 2 2_ --` 4 CALL SIZE WIDTH 4— y MAX um vmm > TYP. T UI 2 7 M 4' Fm Sur. at' ac it" t — c ' - n ^' MAX ti i 1 • i BY BUCK O 2 BY BUCK E AIL-A c T DvJAMB SECTION CHARLES A.PAGM P.E. M REG. ENG: # * 49121 DATE. 3/21/02 BY BUCK W/1-1/2" MIN, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. SASH7 . DETAIL-B M I A M 1 DADS ,h1 fAM I -DADS COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE CO -NIP LIANCE OFFICE MI:I'RU-1)ni)L I'I,i\G[.i:R 13UII,1)INE; 140 WEST I-1AGLER S'I`1tliIif, 5urn. 1603 MIAMI, FLOIZIDA 33130-1563PRODUCTCONTROLNOTICEOFACCEPTANCE (305).175-2901 FAX (305) 375-2 9os, Premdor Entry Systcclts CONTILAC-I'Qit 1.1m.. ;t c: sHCric)x911E. Jefcrsoll, P.O: Box 76 3U5)375-2527 fa\(iUS) i75-'SSS Pittsburgh ,KS 66762 c:()r1Uu-rc)ftl:ic)fu't;fir:tirf)I\fsft) 3us) 375•tc, i:fix (3Us) 37s- a` I itOt)CC'I' C:U:ti'1't2Ut.1)I\•15IU Your application for Notice of Acceptance (NOA) of: (30)175 2903 FAX* (303) 372-6_3_19• Eutergy G-8 S-W/E Ilts«•illg Opaque Double w/sidelites Residelitial Insulated Steel Dow - under Chapter 8 of the Code of Miami -Dade County Sovernin the use of :alternate Materials and Types of Construction, and completely described herein, has been recommended fbr acceptance by the Ivlianii-Dado County Budding Code Compliance Office.(BCC0)under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the ric,lit 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 revolve, modify, or suspend the use of suchproduct or material immediately. BCCO reserves the right to revolve this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such Cestincy' will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 •`r EXPIRES: 04/02/2006 Raul Kocln(1Vuez Chief Product: Control Division THIS IS TIIECOVERSHEET. SEE ADDITIONAL PACES FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE &TRODucr REVIEW COMMITTEE 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: 06/05/2001 Francisco J. Quintana. R.A. Director Miami -Dade County t3uildill", Code Compli:Lncc; Office s04S0001\pc2000\\templates\notice acceptance cover page.dot Internet nlail'address: I)ostnl:ester'u buildinticat]Cotilinc.collI HoIllella1-e: Ili th:MYNN-W.buildiahcadci ill i'lle-corn Premdor Ehtry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ Al)ril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. 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 Notice 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 Cbapter 2a, do not exceed the Design Pressure Rating values indicated in the approved dra%k ings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter14. v 6-8 S-W/E InsNving Opaque Double Residential Insulated Steel Doors )4-itit Sidetites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-I, Sheets 1 through 6 or b, titled "Premdor (Entergy Brand) Double Dobr with Sidelites iri Wood Frames with Buniper ' Threshold (Inswing), prepared by nianufacturcr,'dated 7/29/97 xitli revision C dated 0I/11 00, bearing the Miami -Dade County Product. Control approval stamp with [lie Notice of Acceptance num,ber'and-approval date by the Miami -Dade County,Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIO.NS 3.1 This approval applies to single unit applications of pair of doors and.singlc door only, as sho%,,,n in approved drawings. Single door units shall indlu.de all components described in tlic, active leaf 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 than45 degrees. Unless. unit is installed in non-liabitable areas Nvhcre the unit and the area are dcsi t,ncd to accept water infiltnition. 4. INSTALLATION 4.1 The residential insulated siecl door and its con'iponerits shall be installed in strict compliance «iih the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade 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 installation_ 6.1.3 Any other documents required by dic Building-0 cial or. the South Florid, wilding Code SFBC) in order to properly evaluate the installation o I s stem. Manuel ercz, P.E. Product Con r6t' xarniner Product ntrol Division a Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 2QQ01 EXPIRES 4 ri 2nri0_. 2 _006 _ NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been G1cd 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 nanw,.city, state, and the following statement. "Miami -Dade County Product Control Approved", or ns 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 orig.inally approvcd. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required docurnentation initiallysubmitted, is no longer practicing the engineering profession. 4. Any revision or change in ilic materials, use, alnd/or manufacture of the product or process shall auto.nlatically be cause for termination of this.Acceptanec, unless prior written approval has been requested (through the filing of a revision appofflication with appropriate fee) and grrrntcd by thisicc. 5. Any of the following shall also be grounds, for rcmoval ofthis Acceptance: a. Unsatisfactory perfor malice of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acccptancc number preceded by tile words Miami -Dade Coun y, Florida, and followed by the expiration date may be displayed in advcrtisirng literature. Ifaliy portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, unccre 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"hot-rescal the copies. B.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manucl crez, P.E., Product Contro - . aniiner Produc Control Division 3 i PREMDOR ENTERGY BRAND) DOUBLE A DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD INSWING) tID • Uf a1NIMN ([NIC D!2NI 021 PC 1(tp t SIB` f51 PEt hilt 16• Pill WdailI/L-IG11/r MWNgAI EMI[pMENI , ME 14a vz• 37 1/4- MAX 74r5' 37 1/4' a HAX MAX IrP R N' L[FG STAPItf A' MAC" MAY tVtC f 4' NAX 9' MAX MAX1s' aG 1s aG 1s o.c 1s ac is Dc. Is ac. rs DCMAXMAXMAXMAXMAXMAXNA% NAX JCS, nD [ tj' rxvIN [Am DIVE JUII r ,ir 17 1/G' MAX O.C. SPACING IB' 0.G A 17 1/ AN Is, aC• TOP OF ODOR TO € P LOCK Mp T i rxv.S NL tA[N wile[ .wlt A O.G SPACING 64' j j 5 i/2' MAX OLII 17 1/ MAX Mnx .1 n.c SPACING Is- G vltK dAetRf mu tut 17 1/ • MAX 0.G SPACING jIB• aC. vlmi Llxarl ADttL 0.IWt[tl[S p .M/LlR-LOL<ICI ii NIIICAEL6SILLNL'1 PAPCONICALLALT[RNtIL LI P/ .• ll ur aINIMM EMIEml js' aC. 19. oz. Ss• Oc Is• oG is• ac is- Oc_ Is• oc Is• 0.cMAXMAXNAXMAXMAXMAXMAXMAXNAX 13 B rv I(ugqj 41 MAX t• 7' MAX NAX MAX ' t- A, - MAN - VD• . r LLNG ST-Lel SEC Matt T ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH BID x 1 3/4' MIXES FLATHEAD SCREWS NOTES, L) WOOD BUCKS BY OTHERS. MUST BE ANCHORED BB x 1 3/4" LONG PROPERLYI,TO'.TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. Lx INSVING R.H. INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM (S ANCHORED TO A MINIMUM TWO BY lPPROt'EDA CC'h ntnG.al.;„E STRUCTURAL*WOOD BUCK. SOUTH r C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK. J. ALL ANCHORING SCREWS TO BE 110 WITH MI [M / FL((1 4 ,N,D NG CODE DAT JJ uj U J__I(1 BY PRODUt. CONTROL 6PASION BUILOL'.., CODE C^UA:JCE OPr.,,c N UM 1 12 EMBEDMENT INTO WOOD SUBSTRATE AccEPTArtrENo.Iy3i`i.ag OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS. SHALL BE INSTALLED ONLY AT LOCATIONS PROIECTED'BY A'CANOPY OR INTOMASONRY. OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAM1-DARE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT 1S INSTALLED IN APPROVED' SHUTTERS NON - HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. ANO DOOR. .THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR c DACE rnx,Ir MODIrICAnA4s nuW .,D S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LOBIS KISS OIL IPIL IEC A'GP R 1 , .,. R. JAMBSANDSIDELITES. C1185m. RESS WIN sit Ma. IRi 400'O1 a A' pOCll mvlrtntll[NS 1, T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE F 1 IR vl i OAK n ORNERS ARE COPED AND BUTT JOINED. OR 9f - L, SCI! , A.T.S. 3. DOORS SHALL BE PRE -PAINTED WITH A WATER -BASED EPDXY RUST M ENIV Y MS 3C-1029-EW-I NHIBITIVE PRIMERPAINTWITHADRYFILMTHICKNESSOFO.B TO L2 141L FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ rrC atsTEz SHEET- 1 OF 5 ATER-REDUCIBLEWHITEPRIMERVITHADRYFILMTHICKNESSOFUSTO1.2 MIL, D[Y1T3 - LET.— G DESIGN U A VIM VAIER WFILTRATIDN EDUIREMENI 15 NEEDED E VHERE VAIER INFILIRANON REDUIRENENT IS NOT NEEDED itiv P x 0 x 0 GLAZING DETAIL . I 1/2' CLASS BITE INTERIOR V 4. INSWING OTHER CONFIGURATIONS MAX 111 114' MAX 111 1 4 - ----------------- KAX MAX 74 3/4' 74 3/4* MAX MAX MAX MAX AL um APPRoVEDAsCo.-,jpLyIHG%ViTHTKE C DAVE Mpl;r Molri[Atum I APOE9 P ( wrlawSOUTHFLDEWEf*Wl 4AOICKV DA 1111WING Co Ao MKt MM MWMMAII34 BT FRODU OLDPASIO 111100i GUILD CODE COLlITWXOFFICE litwim y y 31—IU29—EV-1 ACCEP- W.lm NO 0 1 — o 3 SHEII 2 OF 6 c 1/4' SHIM MAX r- 3/4' v 11 - 80 11/16' MAX INTERIOR 79 5/16' MAX } SECTIDN B-B,. 2 BY WOOD BUCK N MAIERIALS LIST li[M NO- DCSCRIPI(ON PART NUHBER COHMENTS O WOOD HEAD JAMUI V-14 1 1/4' X 4 9/16' MTL. TO BE PINE OR EGUIVALENT 1 11 O COMPRESSION WEATHERSTRIP ALUMINUM W- CK REEN BRAND xS A 650 ( RASTRAGAL • ALUMINUM W- PREMpOR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASfRnG I 5 BUMPER THRESHOLD EW-15 PREH OR BRAND OR EDUIVALENT - 1 1/4, x 4 9/16- TOP CHANNEL' EV-08 PREH OR BRAND - 1 11/Ib' - 20 GA STEEL 0 STEEL KIN 26 qa t011 ION -113) 111 flit i ml(i 0 Q07oCD I Bml BSI ml a IIi' THA AH R BASF FOAM - DENSITY 2.0 TO 2.5 1bS./Ft' i O BOTTOM CHANNEL CV-07 PRIJ BRAND - 1 11/16- - 20 GA STEEL 1 10 WOOD LOCK BLOCK EV-09 4' X 9 1/2' MTL. TO BE PINE OR EOUIVALENF it STRIKE STiLE HINGE STILE EV-86 15/16'.X.i 11/16' MTL. TO BE PINE OR EQUIVALENT 12. LOCK PREP FILLER PLATE EV-05 15/16' X 1 iI/16' HTL. TO BE PINE OR EOUiVALENT 13 4'x4' HINGE EV-10 PREHDBR BRAND - .050- THICK- MTL. TO DE POLYETHYLE.'. 14 WOOD HINGE JAMB EV-16 HAGER BRAND. HINGE OR EDUIVALENT - .097 THICK (STE$. 15 BID x W- 1 1/4' X 4 9/16' HTL. TO BE PINE OR [QUIVALENi 16 2' F Lv.S..$. BID X 2' FJiV.S. 4) SCREWS PER HINGE INTO DOOR E VS IHRGUp1 H NGE JAM INI L JAN . RHAXIF.-tiL THEREAFTER .. ID) SCREWS TFFBO11GN SFRIXE JAMB INTO SIDELITE JAND. 4- 111 FRDNX8' fir THEREAFTER S) SCRCvS THM" EACH S1111 iE JANY INFO VDLLITE. 4. OOV4 FROM EXTERIOR 17 P• 15' DG HEREAFTER. 7/16' PTH IA°OhTSyMililRHH1 DKRT REFER Tp ELEVAf10N ViEW FpR B Of' S[REVS USED AND L.nilar51pBlpX3/4• FH.W.S ( 2) SCREWS PER HINGE INTO JAMB191. BB 2' fx HW.S. LOCKSET 2) SCREWS AT EACH STRIKE PLATE 1 910 X 1 3/4' F.H V.S. KWIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK WOOD SIDELITE JAMB 2) SCREVS PER HINGE INTO JAMB 22' X 64' SINGLE PANEL GLASS EV-19 EV-20 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT T HP REJill'GLASS N GPYLEN AM - DC-1 1] - (GOL SIDELITE TRIM (WOOD) EV-21 a T P R AGLASS 5/16 x Ili' 'MTL. TO BE PINE OR EQUIVALENV00 CASING WOOD EW-22 F/DDR' 'xSI1R'ENBTYL STIOpC 8CJAPNrLIDNS BENS NfLpINGS U SIDELITE HEAD JAMB WOOD EV-23 i 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,ODL- 2 HP Polypropylene by ODL 06 X 1 1/2' PAN .HEAD SCREWS iB PER FRAME CR v I r QI SIDELITE STILES PIN EV-26 TO XEEED 14 T AFT R 15/16' X 1 11/16' HTL TO BE PiNE OR EQUIVALENT NAIL 14• LONGNAIL, 4' IN FWH CND. RAX B' O.0 IFERAFIER, DSEo ON RUM kip I DOW SILICONE 995 LIMITS UNLESS IA11CO3 IRAC BCC ATE XTRUSIiI& [ss NOIEB, Sfk CDB1. MI. B QAOE COUNTY HOQITICAiIOFlS I/Ivm JO LNJ A DDED PAGE 5 (DOOR UPTIONS) 10-1-98 R APPROVE(D gt S[C1OWIT11P( Yp{G TNTH THE Lid. R[ViSI1D15 BAT[ BY 7: P 1B: SOM JUP(( E . R B-RI RY PREMDOR ENTRY SYSTEMS 1029-EW-I 9II E. J[TT[RSa1 ` PRD. ATROL fAVI5101{ 0111LDING CODE COLNLIANCE OFFICE PIIISBR KZ 66762 A FSHEET 3 OF 6- ACCEPTANCE NO.O (- 073 1 Y. 2 V/ RCVISIIN LCITCR g . r 2 BY WOOD BUCK 1/4" SHIM MAX i 3/4' I I INTERIOR 79 3/16' MAX 80 11/16' I _ 64MAX 2 BY WOOD BUCK---*" SECTInN C-c 1 1/4' EXTERIOR PLEASE SEE °GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 F- 1 1/4' DOW SILICONE #995 APPROVED AS CO,IPLYO7G V&H THE DSOUPN F)VNA BUILDING C BY u" P OD'J PITROL DMSION - // ODLLDING CODE COMPLIANCE OF4 1-1029-EW-I SHEET.4 OF 6 REVISION LETTER p 1. i MHER DOOR CDNEIG URATIDNS I.a IT • T Ir.• wa IP Mr L •n.:c ic n..: .,°. n..: Irn.. a "•' i• wa a 1 Ir ac ILVr Ws — r 1 1 I 1 1 Yr .aL PL VaCbo — 10 — P 1/r uL - . 1 • Ya 1 1 w Ya 1 Lc v.cw o la Pia• c.cwc. 1. I.r .. YKCO a0 Ilrlt• 0 aoMrP tL YKM eL P NyaPLWW rw aa.a W W4J>e L .• w 11._ L/ n•a •;L Ll Y u. W ) L .. JJ1r w—l W nwY1 arlL I' n r yfW L. 1 a Y .aa ,4• . > "' oxxn APPFUrED AS COLIPLYUIG WM TtlE SOUfN FL PIDA BUILDING CODE paui BY PRI PRODU i NT—OL DR4SIOp BLOWING CODE C()&IpMxE OFF PiIIS ACCEPTANCE NO- D i— 0'— —Z KI 31-1029-EW-I SHEET 5 OF 6 OTHER DOOR PANEL E 36" STYLES rMAX 79 6o 00 p ®0® DDDMAbX . no ood 0® goo Q _ 17nn t7 Q a[] BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL l8-PANEL FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL 4-PANEL t 5-PANEL 5-PANEL 5-PANEL 5-PANELTHERSIDELITESTYLES EYEBROW V/SCROLL V/SEYEBROVrYEBROVa /SCROLL ; 36" MAX 79 f3164 [] Mom- 8 • , SL-10 SL-20 SL-30 a SL-60 SL-50 ' SL-500 SL-69A SL-69B SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A SL-90B SL-90C SL-309 SL-30C SL-70 SL-00C] D a no as g,pas as as ®o oaIPD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 PD-9 PD-10 PD-11 PD-12 PB-13 PD-14 PD-15 PD-16 PD-17 W . FT rU pWW 'L N Oz0? z z o h t2 { PD-IB Pp-19 PD-20 PD-21 PO-22 PD-23 PD-24 PD-25 PD-26 Pp 27 PD-20 PO-29 PD-30 PD-31 PO-32 P11-33 PD-34 i $ a K RR 1xildINi•tSSIMUSSS Wilk Sri MCL Us ah R[YISBDISPREMBOROOpROPTIONSo a oQ n o d PR MD ENTRY w,lt, , PD-35 PD-36 PD-37 PD-38 PO-39 PQ-40 PD-41 PO-42 PD-/3 Pp-43A 911 L EiftRSDI SYSTEMS 31-1029-EW-1F PO-43B 21111m,rlU762 SHEET 6 OF 6 iI R[YUBW t[p(R i t a M I A M I•DAQE PRODUCT CONTROL NOTICE OFACCEPTANCE Pr• emclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh , KS 66762 ltitIA11II- DADE COUNTY., FLORIDA NIETRO- DADE FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE Mi:' I720-DADS FI>AGI,I:R I3UII.1)INCi 140 w1iS'r Fi-Aam.R S"IREI- r, SUril' IGU3 MIAMI, V 1.OltIDA .131 3U-15ti3 305) a75-29t) I FAX (3U5) 375-2908 C: Oti I'lZdC'1'OR I,1C;I•:\SIC St;C"r1U\ 30) 375-2527 1'rlX C; O\ I'IbIC"rU12 EiNF012C;I NIEN1T UICISIO\ 305) 375-29G6. I'AN'(30) 375.29Us O\ I'It01, DIVISION Your application for Notice of Acceptance (NOA) of (3us)37s•2 aa VAX (z05)372•63.19 Enter• gy 6-8 Outswing Opaque Single,v/sidelifes ResideIrti,11 Insulated Steel Door under Chapter 5 of the Code of Miami -Dade County governing tile: use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade CountyBuildingCodeComplialtceOffice (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration- date stated below, BCCO reserves the right I.0 secure this Productormaterialatanytiniefromajobsiteormanufacturer'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 useofsuchproductormaterialimmediately. BCCO resemt-es 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 Florida BuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d EXPIRES: 04/02/2006 Raul Koanguez Chit; f Product Control Division THIS JSTHE COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFICAND GENERAL, CONI) ITIO,NS BUILDING CODE PRODUCT REVIEW CONINUTTEE This application for Product Approval has been reviewed by the 1JCC0 and approved by the Building Codeand.Product Review Committee to be used in h'liami-Dade County, Florida under the conditions set Forthabove. APPROVED: 06%055/2001 Francisco J. Quintana, R.A. Dircctor Miami - Dads; County Building Codc Compliance Officc tks0- 4500011pc2000%ktemplateslnotice acceptance cover page.dot Internet mail address: Itostnt;tsterCbuildint,codconline.cont ItUrttena t_ Itflna/n'tt•tt•.Ituilrlin rnrlrnnlinr_rnrn Prenidor Entry Svsterns ACCEPTANCE No.: '01-0314.21 APPROVED JUN 0 5 t uvi EXPIRES : _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1A This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this'Notice of Acccptancc, designed to comply with the South Florida Building Coder (SFBC), 1994 Edition for. Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not cxcecd the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-WIE Outsivin; Opaque Sinbltd ResidentiaLlnsulated Steel Door with. SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 3I-1020-EW-O, Sheets 1 through 6 of ti,, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood'. Frames witlmBumperThreshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product= Control approval stamp with the Notice of Acceptanee.number.and approval date by the Miami -Dade County Product Control Division. Thcscdocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingic 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 Nvill not require a hurricane protection system. 4.2.2 Sidelite: 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 -Dade County Product Control Approved". 6. BUILDING PERhIIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by co- of thc%Ilowing: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics ofthc approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Floridan Building Code SFBC) in order to properly evaluate the installati n of this system. Manuel Pcrez, P.E. Product Con a-ol xamincr ProductControl Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:.1 APPROVED AIN Q 5------------- EXPIRES :April 02, 2006 NOTICE OF ACCEPTANCE: STANQA RD CC}rti'DITIO'S I . Renewal of this.Acceptance (approval) shall be considered after a renewal application has bccn fledandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. Any and all approved products shall be permanently Iabeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specificaIIy 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 thisproductandtheproductisnotincompliancewith'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 requiremerits ofthis acceptance, includingthecorrectinstallationoftheproduct. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in [lie materials, use, apd/or manufacture of the product or process shall 4automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fce) and granted by this office. d. 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 Acceptance as an endorsement of any product, for sales, adv other purposes. ertising or any 6. The Notice of Acceptance number preceded. by the words Miami -Dade County, Florida, and followedbytheexpirationdatemaybedisplayedinadvertisingliterature. If any portion of the NoticeofAcceptanceisdisplayed, then it shall be done fn 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 engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for terriiination and removal of Acccptancc: 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END. OF'I HIS ACCEPTANCE Manuel crcz, P.E., Product Co tro Examiner Produc " ntrol Division t rKLMllUN . (LN 1 EHL)Y EKAND) VUOD EDGE SINGLE DOOR WITH• SIDELITES IN Wab•D FRAME WITH .BUMPER .THRESHOLD OUT.SWING) T PER EAD LNSILL. (610P[REJAMDLIERNATE: 3116 PFH TAPC01600' MAX . w/1 I/2' MIN[MHi ENBEDHCNi 4' MAX 4' MAX MAX 3' MAX — 4' MAX— — —4' MAX 4- MA 3' MAX 3' MAX- 4' 3' MAX MA . g'MAX4' MAR 1 (Ell T5) lE5NOTE B IAS' — OIIsL t —` Mnx- 15' MAX O.C. 15' MAX l9' 15. -MAX I MAX 15' MAX 42 1 /16' TOP OF DOOR. i 0 C. r'% A TO 4 OF LUCKH7/I6 KVIKSET DEAOBID.T MODEL 660 SCRICS s OR 14ARLM DEADDOL IIMODEL020' 15' MAX MAXxDLO, ! j O.C. A T ) A MAX KVIKSC( LOCKSEIJ 15' MAX o.Ic. MODEL BL200 SCRICS MLRlog LDCKSE( MODEL n ]/16'[ q OR 111mas `._ 15, 6' AX na9MAX A 4 I'4 ur--- IS' MAX MAX MAX T 154' MAX MAX 3' MAXNOTES. rv'. 7' WOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX-- MAX 4' MAX — MAX 3 R3PERLY TO TRANSFER LOADS TO THE STRUCTURE 9 THE PRECEDING CRAVINGS ARE INTENDED TD NIALIFY THE FOLLOWING INSTALLATIONS. WOOD fANCONSTRUCTION WHERE DOOR YSTEMISANCHOREDi0AMINIMUM7V0BYVDOO lJ PENTNG. MASONRY OR CONCRETE CONSTRUCTION WHERE R.N. OUTSVING LA 061SWING OUR SYSTCN IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE I—PRLSS OORSYSTEMISANCHOREDDIRECTLYTOCONCRETE2 MASONRY WITH OR WITHOUT ANON -STRUCTURAL 4E . BY WOOD BUCK VCRE VAfCR IiffIIIRAfION CIIHREHCHI 1S 1ECDC8 = VHRC VAfCR INfIL1RAfiQ1 REQUIREMENT IS H01 MEOED ALL ANCHORING SCREWS TO BE 116 WITH vI -21vt NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE x PFH TAPCUNS'VITH I I/2' MINIMUM EMBEDMENT mA TOMASONRY. f INNS SHALL BC INSIALLCO ONLY AT LOUtlONS PROIECIED BY A CANOPY OR UNIT MUST BE INSTALLED VITH 'MIAM1-DADC COUNTY CVERHAL SUCH iMAf fill A6LLE BCIVCCN fit EDGE Dr. CANOPY OR GgRfwy PROVED' SHUTTERS 10 SILL 15 LESS' 184N 45 ECCREES. W(LCSS UNIT IS INSIALLEO IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES Tf1N-HABITABLE AREAS VHERE THE UNII AND lit AREA ARE DCSIGHED'.10 ' D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES, ACCEPT VAIER INILIRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE MBS AND SIDELITES. DOOR/ SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELIT[ BASE tmis D aN1 z zc TNERS ARE COPED AND BUTT JOINED. Ilarmm LRM FmD, Sfi an IDi DOORS SHALL BE PRE-PAINIED. WITH A VAIER-BASED EPDXY RUST r IBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VAIER-BASED/ PIS NIP,Y SYS TER -REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF QB TO 12 NIL 21L BTUIO MAR R54 MAX MAX 08 x 1 3/4' F.H.V.S C3) PER SIDE FROM JAMB INTO THRESHOLD APPADVED AS rOM-LYD;G V111 i i 1„ 2 SOUTH JUf1W BUILDING Coo= By ?//// i]J,!/1-P In PAOOU r C O71OL 0I'A5;0N U 5UILDB7G CODECQLIPLIA.YCE CFFi-= ACCEPTANCE HO. 01. 03 I- 1020—EW SHEET 1 Q., a Irma ana _ _ s II wlnX>twn , 9J02'1331,3 •n ON r-•nrLo-lo'on23-md3]]VO-h13-OZOi I 7t67LffIlu ti QW do37mrwtica3noonNlavne ssvrl a3a3dH31 .ailimISINOIOHtt1oHd . semir+mtsm.mf r xmtav 6' HoS 6 31TH SSf/-11ti3aY13i1 of initK aar , Slll'Hm 115 1[tl 511t191H92 Z . td0 1 d0700v 9 11f1(rmn W 2COo ,.. y / Ts1A01YJIfIOtqlUfm ]Ow •] 2H1 H!V.t 9tiiSldfro] L: 132AM V - t aola3lta MAIu aala3ix3 XVH Xtl4I2/1 [[ • Y/c t79 1 - "'--'Ha',8 - :(•1tIV7 X311t1 30va7 aNIa31X3Iy/C I [[ rr M VOO SHVIIIIA NIAa3HS SNOIlti ngiJNO3 d3HIO J N 1/ 1 S i i I o 1Id139 SNIZVM d-V 8C I s 3/ 4' rARI NUMNLR. COMMENTS1701VQUDHEADJAMBEW-12 1 I/4' X 4 9/16' MTL. TO BE PINE QR EQU1vALEIIIO . COMPRESSION WEATI{ER$TRIP W. O I($ N RAND 50 C RIlI4" 3O WOOD STRIKE JAMB L C CAE B XS EA L 96 D O N 7F) W- 1 1/4' X 4 9/16 MTL TO BE PINE OR EQUIVALENTALUMINUM -BUMPER THRESHOLD EW-13 PREMDUR BRAND OR EQUIVALENT - 1 1/4' X 45OTOPCHANNELEW-D5 PREMDOR BRAND - 1 11/16 - 20 GA STEELril O STY SKIN Z6 lull fm -.ouui - pe nosrte 4Xill Rtl wiNn 6UANFAMRBASFFOAM - DENSITY 2.0 TO 2.5 Ibsw t' M ---------- --8 BOTTOM CHANNEL EW-04 PREMDUR BRAND - L 11/!b' l0 - 20 GQ STEEL9OWOODLOCK. BLOCK EW-08 4' X 9(/2 HiL TO B11 PINE OR EQUIVALENTSTRIKESTILEEW-07 15/16' . X 1 11/16' MTL iO BE PINE OR EQUIVALENT2 II HINGE STILE- EW-06 15/16' X 1 11/16- MIL. TO DE PINE OR EQUIVALENT12 _LOCK PREP FILLER_PLATE EW-D9 PREMDQR BRAND - .050' TNICK- MTL TQ BE POLYETHYLENE13 WOOD HINGE EW-15 HAGER BRAND. HINGE OR EQUIVALENT .097 THICK (STEEL) 1 I!4' X 4 9/16' MiL. TO BE PI 14 WQOD HINGE JAMB f10 X-3/4' F.HWS, NE. OR EQUIVALCNi 4) SCREWS PER HINGE INT]] DCkTR INTERIOR 16 IIDX F.H.WS. : G)SCREVST1 TiDlIQ1 EACTi SIDELITE JAMB INTO SIBELITE, 4' QVN FRDIti] 0 IHYS YHtINBUN i 1 MICKA1 IR ' MAX 15' 01 1H1 AFICR N6' erx tAPDY6 INN I Irr EAR Bi REFER TO ELEVATIUN VIEV, FDR I IF S 68 F.rLWS. CREVS USED AND LUCAT1UNS18SLOELiWOODSTILEEy-07 15/16' X 1 it/16' MiL TO BE PINE OR .EQUIVA19 KSE (2).SCREVS Ai EACH STRIKE PLATE LENT LOCSET KW1KSEi BRAND 2tl0 L CK OR HARLOC BRAND .T00 LOCKt13`r - - 810 X 1 3/4' F}{.W,$_ - ( 5) SCREVS IHRUUQ{ HIND JAMB ]NIB SIDELITE JAMB, B' Dova FRBN iDFMAXID' B.C.THEREAFTER 1W SCREVS iIIERE N STRIKEMAXB' QC. THEREAFTER JAMB WT0 SIDELITE JANB, 4' BOINi rRM T gr 4 4),SEREVS INRfA)pi EACH HIMI MID M yWg WOOD SIDELITE JAMB EW-iB i 1/4' •X 4 9/16' MIL. TO BE PINE OR EQUIVALENT11'4 w 22' X 64• SINGLE PANEL GLASS . EV-19 IE E E I AS IN POLYPRDPYLE FR SIDELITE TRiM (WOOD) A P A - C-I64J - (DBL- EW-2U 5/16 x 1/2' MTL. TO BE PINE OR"EUCIIVALENTW00 CASING I!9 : P Ni4 U Ple(E R $O LIvV,' NARE M0.pINGS SEW-2l FDR SIDE BY SipE JN(BS a3 MULLIDNS ® WOOD SIDELITE HEAD JAMB EV-22 1 1/4' X 4 9/16' MTL TO BE PINE OR EQUIVALENTWOODSIDELITEBASEEW-23 1 1/4' X 4 9/16' MTL TO BE --PINE OR EQUIVALENTPOLYPROPYLENELIIEFRAMEtDC-1643. ODL-2 HP Polypropylene by ODL96X11/2' PAN HEAD SCREWS Ie PER FRAME 1pR x EoI4 iHtR 1 1! PIN NAiL N l/4' LUliri.IN L. 1' IN TRWI ENI, NAX R. DC. I(EBNiIR. USED ON iiXI.Dis ANB TRIMDOWSILICONE4995 16 A llalrS: u1 E5i Rar[o. rRnc EXIRU51fR1S DNLESS NDI[U, SiQ EDriL.1(1 5 B DADE CQUNTT MODIFiCATIUNS. 17 venal JBADDEDPAGE5LtKQPTIUNS) 10-t se APPR15VASCodFLY6 0.4YARi:,M I - 11R REV15I[k6 - BAIE 9TROUTHf .. 1nlf IFF.r: BR BT ,DAIL _ _ ' LI PREMDQR ENTRY SYS EMS9uCJ[tr[RirRl - 31-1020-EW—[IPLDmsPIiiSBURG, KS. 6676ZACCEACODECOLI1-03E/A\ SHEET ar CACCEF(AMCE HD, OI-D3I Y.at ,} f (7 REVISiI T LETTER R 1/4' .SHIM MAX l 3/4" yTERIOR I 79 M "' . AX 80 11/16' IMAX 2 BY WOOD BUCK —! I 4 SECTION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020—EW-0 SHEET 2 OF 6 J 1 1/4' DOW SILICONE #995 unitS: ur Ess Rmto, rRnc. 17 CzrR11510Ns IB LSS Imill, sil aD- VFROVm- taCarx:LyING %NTH THE SOUTH F Ot TE yu PREMD R ENTRY raoo TTROLDIMIOH 911 L .ICrr(RD BLCLOClGC04c COUPLIAHCEOFFICE PI1is811&G, Ks. 66162 M& CRP 1- 1020-EW-0 SHEET 4 OF 6. REYIsilm II11IR U uu ;uivi iUUI\H 1lUJ,J- 6- ox. MA 13• wo.0 13• nraG t3• MAar- k 13• MA altar 113' 11Aac 6- MAXt V MAX- 3- 1--- SAX X0. COq;ALYING VATH THEMAX3• MAXtourHF, UI lR IT6'E MAX PR[ i'ROOL' T ;ITn^OL OIVISI011 c1nLr2vcconEco:.IPLwIICEOFF[ E PIJE31 ACCEPWmER0.01- D 1 ", 37 1.2• MAx MAX 3" MAX MAx 13• MAX MAX--1 Lo.c 1 13• MAX r o.e 13• MAX6.c 0 ao O 13• MAXat R• MAX O.0 MAX 1MAXMAX 6' HAX 7" MAX- MAX V MAX X 31-1020- E- - SHEET 5 OF 6 R[YISRYI t[11ER Ul H'LK DUUK f-'ANLL STYLE36" S r MAX 9 rx6 IDaoo a DOLI Q[153 Q BIluoLANKTDP6-PANEI 4-PANEL 9-PANEL 10-PANEL 18-PANEL 1313 FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL Q q 4-PANEL Q Q EES LEYEERU7 s5-PANELYO 5-PANELV/SCREYEDRQNTHER SIDELITE STYLES 301I- MA x 79 SL-10 SL- 20 SL-30 SL-60 SL-50 SL-508 SL-59A SL-69B SC-69C SL-25 SL-55 SL-30D Q SL-40 SL- 90A SL-908 SL-901 oa SL-30B SL-JOC SL-70 SL-f70 Do - Ll APd- I PO-2 PD-3 PO-4 ' 6 PD-5 PDePD-7 P078 PO-9 PD-10. Q PD-11 PO- 12 PD-13 PD-14 PD-15 PO-16 PO-17 w Io u nti PD- 1B AO-19 PD-20 PD-21 PO-22 PD-23 PO-24 PD-ZS PD-26 PD-27 PD-28 PD-29 PD-30 PD-31 PD-32 PD-33 0 o w PO-34 anFlnQ j n llHili i[SS ND1tD, fBAC [CC / ` a ` `" liui3rui [NJ Irujull- R, l, Q [AIJU3q q D PO-35 PO- 36 PD-37 . PO-39 PO-39 PD-4O PD-41 PO-42 TTI I 911 C .kTfCR511H PO-43 PD-.43A PO-43B pflum a y 31-1020. E o SHEET 6 OF 6