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3725 Orlando Dr
r- PERMIT ADDRESS 2-0 (Ct'%%C'4-r CONTRACTOR ADDRESS )e,ti—kur AL. PHONE NUMBER IN PROPERTY OWNER pw lot IS ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # / DATE PERMIT DESCRIPTION I 46Z4 PERMIT VALUATION ( 3 6 ey SQUARE FOOTAGE CITY OF SANFORD PERMIT APPLICATION Application #: Job Pan Submittal Date: � Value of Work: $ �� �i �-� Historic District: Description of Work:' )Q 9y - Square Footage: Jl 2 ........................................................................................................................ Permit Type: Building .Z-11, Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ 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 _ Plumbing/New Residential: # of Water Closets # of Water & Sewer Lines # of Gas Lines Plumbing Repair- Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) .................. ................................................................................ ................ Property Owner: �J d�reVO,�2 Contracto Address: /• A — Address:lt A 7-0 Phone: E-mail: Phone: State License Number: Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE` JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor gent Date Print Owner/Agent's Name Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signatur of Notary -State of Fl ARY PUBLIC �PA4�OFPIRI`w ` Julia Faye Faulk Commission # DD514801 Expires: FEB. 05, 201C �Bbitded Thru Atlantic Bonding Co., Inc Owner/Agent is Personally Known to Me or CI Agent isyersonally Known to Me' or Produced ID Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 UTIL: FD: ENG: BLDG: CITY OF SANFORD- PERMIT APPLICATION o�-ayi� 1 Application #: `1 1 Submittal Date: Job Address: 3% vZ ©%�%/�ai�r� �i vo Value of Work: S Parcel ID: Zoning: Historic District: Description of Work: w-ST.'//i/f/0 If A W191_A 2,,/ 000/pl 1F2ee_?,,0,. Square Footage: .......................................................................................................................... Permit Type: Building ❑ Electrical ❑ Mechanical X Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential. ❑. Replacement ❑ New /0�'(Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) ......................................................................................................... ............... Property Owner: A,�J S Contractor: S72.2 ytvr/%/ZoyE%`� Address: oZ 0 (� (a �cl c� �� ' `� 2 Address: 3 �JfC(t2t,c P / ST SoITP 3y76 Phone: E-mail: Phone: State License Number: C (2) 13 Z- 6G� Bonding Company: Address: 3 %ot5 (DZk� Arch itect/Eagineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of th equir ents of a Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Pr�Contractor Agent Name (2/rI Signature of Notary -State of �)ay i E \ f/A�te \\,C, i � �•• �`, Jet c0 N •• � Contractor/Agent is — l onally'rn-own�tp,oe,�� Q Produced ID #'L,`_ `-� �y O ENG: ////�'9�c/u. ° • • •BL [s�Cy:. \\ Special Conditions Rev 07.07 L_ /44cC AA/ ICA <-P62A4 r ,4AA-1 Gail J iq:yZ MAy -Zf-2 Z,0 171 ' 0 7a11/I 1 f� CITY OF SANFORD PERMIT APPLICATION Application #: V C j/ Submittal Date: to 29 2� Job Address: 7 / o2s SD477Y ®QCA�J1�o T�G�/l� Value of Work: $ / � O. 00 Parcel ID: Zoning: Historic District: XA1S7'4LL 1962 60Na/716A&`VG A-aC-7- Description of Work: REi7-RooM f—XAIA441— FAN AVb' 2 ) K/TC HSV / 20 SSquare Footage: ....................................................................................................................... Permit Type: Building ❑ Electrical ❑ (Mechanical � Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ tip APAa,-Lcp Mechanical: Residential ❑ Non -Residential Replacement ❑ New X (Duct Layout & Energy Cale. Required) /6 13y Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines OA/ � Plumbing/New Residential: # of Water Closets Occupancy Type: Residential ❑ Commercial Industrial ❑ Construction Type: # of Stories: # of Dwelling Units: Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Zone: (FEMA form required) K .................................................... ......................... ............................. ......... Property Owner: /7�IS(/S' S!CG AOIZ 1A-) 7 ' Contractor: 1?,6,$1"44XAi V7" NV4 <:. Address: . -7957 .5bC.e7W 04.L�, Address: 20445- 3944D .3 2 7-7-3 /?ook'S vI"c f ` 34160 l Phone: 913 2 yY - pa VVE-mail: oq�State License Number:C4CO ((,;N5 Bonding Company: ��� Mortgage Lender: VIA Address: Address: f} Architect/Engineer: Phone: Address: Fax: Plan Review Contact Person: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO 013TAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit; there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the proW of the requirements of Florida Lien Law, FS 713. �.. �� 2Col2oo7 Signature of Owner/Agent Date Srgnature of Contractor/A Date YO�o �%'2. Print Owner/Agent's Name Print Conga pr/Agent's Name 1i'Nt k , VA— (0-04-07 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date ' un u n u u u u........ a .................. MIKE BRIM $sov n Comm# DD0416280 ®mh: Expires 4/7/2009 �a Bonded lhru (800)432-42542 �•` Florida Notary Assn., Inc Owner/Agent is Personally Known to Me or Contractor/Agent is _ Pers��to`Mteror• Produced ID Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 UTIL: FD: ENG: BLDG: _7 4 ,: CITY OF SANFORD PERMIT APPLICATION /� Application # : 3 r � F �t,.i k 71 Submittal Date: 7 ��® 0 �% Job Address: .,las Jr✓rfigagA� f d /9LQ ( [.Ql�d/° Value of Work: $ /�`J , 2�(� • (.� Parcel ID: /�(©_�C). J''Q I) — DOoo — 0630 Zoning: Historic District: Description of Work: �,r?Pl�% L�1cCf¢a`C/�d I<i92 NErJ fAr9RA�cf 6DO 9A!j Square Footage: ....................................................................................................................... Permit Type: Building ❑ .. Electrical IR" Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of AMPS r)O 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 Plumbing/New Residential: # of Water Closets — Occupancy Type: Residential ❑ Commercial 91 Industrial ❑ # of Gas Lines Plumbing Repair —Residential ❑ Commercial ❑ Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required) Property Owner: 4.t/?�14(&S' �LLGtt�[Joftyl C.,�-) A Contractor: /.� E 1 • k P /,-,d Address: /�7J`✓ &41 M71 -i�.p &!.L /L2� Address: q01 SQ,3,3'' /fr/2rJ6 �•' z tLeg�kf-,A GA ap�31� ©cgl�a . 6L 3tru--7 J Phonet, �Il d Jr%6(y E-mail: Phone: State License Number: &_0QQ *,3 9' Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I.certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the reAuircments of Florida Lien4amlk 713. Signature of Owner/Agent Date ignature o ontractor/Agent Date unnw� mil, ri � ��� < < Print Owner/Agent's Name Print Contractor/Agent's Name g0 s.0 p Signature of Notary -State of Florida Date Sig ure of Notary -State of Florida Date = a in Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: UTIL: FD: a 0 M. Contractor/Agent is ZPersonally Known to Me or Produced ID ENG: BLDG: Special Conditions: Rev 07.07 C) ® Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 DAVID JOH34"i,CFA. ASA F,JR®a-r ����ssf�tf C,�� P SIM 0LJE1cc PV1M 1(14 * OH,4)NfA 6A - BANE�OdtISi FL 32r1'71,-14B6- % 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 11-20-30-5QU-0000-0030 Number of Buildings: 0 Owner: KIMCO OF MERRITT ISLAND INC Depreciated Bldg Value: $0 Own/Addr: C/O KIMCO REALTY CORP 3333 NEW Depreciated EXFT Value: $0 Mailing Address: PO BOX 5020 Land Value (Market): $413,820 City,State,ZipCode: NEW HYDE PARK NY 11042 Land Value Ag: $0 Property Address: ORLANDO DR Just/Market Value: $413,820 Facility Name: SEMINOLE CENTER (OUT PARCEL) Assessed Value (SOH): $413,820 Tax District: S4-SANFORD- 17-92 REDVDST Exempt Value: $0 Exemptions: Taxable Value: $413,820 Dor: 10-VAC GENERAL-COMMERCI Tax Estimator 2007 Notice of Proposed Property 2006 VALUE SUMMARY SALES 2006 Tax._Bill._Amount. $8,146 Deed Date Book Page Amount Vac/Imp Qualified 2006 Taxable Value: $413,820 Find Sales within this DOR Code DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Land Unit Land Frontage Depth PLATS: Pick 47_' Method Units Price Value SQUARE FEET 0 0 41,382 10.00 $413,820 LOT 3 SEMINOLE CENTRE PB 62 PGS 39 & Permits 40 1 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "* If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/web/re—web.seminole—county—title?PARCEL=l 1203 05 QU0000003 0... 9/5 /2007 �5 ALL AMERICAN AIR & ELECTRIC, Inc Marion County Office Citrus County Office Lake County Office 901 S.W. 33rd Avenue 441 N.E. 1 st Terr. 134 S. Highway 441 Ocala, Florida 34474 Crystal River, Flordda 34429 Lady Lake, Florida 32159 24 Hour Service: 24 Hour Service: 24 Hour Service: (352)629-1211 (352) 795-9686 (352) 750-9080 4CAC057965 #EC0002438 Sumter (352) 330-2242 LIMITED POWER OF ATTORNEY September 12, 2007 I, William L. Buehler appoint William Brian McCurdy to be my lawful attorney -in -fact to act for me and apply to the City of Sanford building department for a permit to perform construction and to sign my name, and do all things necessary to this appointment. Contractor: William L. Buehler Signature:L/�� Contractor License: EC0002438 State of Florida County of Marion Sworn to and subscribed before me this jjV day of - E,e, 2007 by who is personally known to me. N tary Public .......a �....now■ Uwe.............s n� c ornea»46 4n1r:11 € m�..euauanuo.a.o ALL AMERICANI ELECTRIC, Inc Marion County Office Citrus County Office Lake County Office 901 S.W. 33rd Avenue 441 N.E. 1 st Terr. 134 S. Highway 441 Ocala, Florida 34474 Crystal River, Flordia 34429 Lady Lake, Florida 32159 24 Hour Service: 24 Hour Service: 24 Hour Service: (352) 629-1211 (352) 795-9686 (352) 750-9080 #CAC057965 #EC0002438 Sumter (352) 330-2242 LIMITED POWER OF ATTORNEY September 12, 2007 I, William L. Buehler appoint Brian Kerrick to be my lawful attorney - in -fact to act for me and apply to the City of Sanford building department for a permit to perform construction and to sign my name, and do all things necessary to this appointment. Contractor: William L. Buehler Signature: Contractor License: EC0002438 State of Florida County of Marion Sworn to and subscribed before me this 14 V day of r , 2007 by �d//,tm L 6L)6Hk=1_ who is personally known to me. N tary Public ."u..,wstii�•A ILOWRIE...,...... Cmffd DD0 _ ITO • E4l111Z011 PlolstyAfan., Inc CITY OF SANFORD PERMIT APPLICATION Application # : V -0- / �J l I Submittal Date: Job Address: 'S--U r Of—L-A"00 61 V6 Value of Work: Parcel lD' Zoning: Historic District: Description of Work: S Um6 io(. `'oa Ng\\3 ��� Square Footage: ....................................................................................................................... Permit Type: Building ❑ Electrical ❑ Mechanical ❑ Plumbing k / Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS Addition/,Nlteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures /— # of Water & Sewer Lines # of Gas Lines I_ Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential ❑ Commercial ❑ Occupancy Type: Residential ❑ Commercial AET_ Industrial ❑ Occupancy Use Group(s): Construction Type: N of Stories: # of Dwelling Units: Flood Zone: (FEMA form required I •................................................• • J J 1'q�/C..o ... � ..g .. Property Owner Contractor: y d1/l> 511�1� Address: Address: `R 5-0 iPeLL_e 4JC 5U 1 Te / w 1AJfC{_ SJOYZIryGS Phone: E-mail: Phone: J4 91 cQ761$tate License Number: eF-CoS ,8 7 Bonding Company: Address: Architect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL. WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 07.07 UTIL: FD: Si of Florilo Lien Law, FS 713. Agent / Date Name Signature of Notary -State of Florida Date MMy COMMISSION t# p s EXPIRES: FebruaryZ D629096 Contractor/Age ' '? "o-Verson�ld�ud(p (v101 ry / Produced ID ENG: BLDG: .J r ;. l (l CITY OF SANFORD PERMIT APPLICATION Application # : /� Submittal Date: Job Address: 77--��(? �40,4,1,1- Value of Work: Parcel ID: Description of Work: /,)a j Zoning: Historic is RECEIVED ................................................................................... ...... Permit Type: Building v Electrical ❑ Mechanical •0 Plumbing ElFire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service - # of AMPS ko Addition/Alteration ❑ Change of Service ❑ Temporary Pole ❑ Mechanical: Residential ❑ Non -Residential Ct- Replacement ❑ New ❑ (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines I Plumbing/New Residential: # of Water Closets Plumbing Repair -Residential ❑ ❑ Occupancy Type: Residential ❑ Commercial Industrial ❑ /pCommercial Occupancy Use Group(s): A _" Construction Type: ngUnits: # of Stories: / # of Dwelli.�� Flood Zone- (FEMA form required ) � Property Owner:' ,i/� t 2� i Contractor: (r��/J Address: %/� 21 ,y, y i 5 �. Ch 1.3�2s f�l 1ZL8. Address: �Oifs �%XlC� � PCx( AD .r7, i .10./ ,V — fir, ,- &Q2 -f/,2 ?V-- 770 39Y33 Phoneme ✓Z �� 9- :74 E-mail: l/�G�Q,S! b SC.. G 2� �'" Phone: ' ;'7 State License Number. C — % Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: A1-7 1`z. 4)pal Phone: Address: %,4(' AML Fax: Plan Review Contact Person:SC,Ij2,Pt 617L Phone:237 153 Y7-7;6 Fax:c95Z 241 eV&, E-mail: cSSC�Qi�f t �jX%L�i� Crl- 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. j 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 tooth -is property that may be found in the,pub lic records of this county, and there may be additional permits required from other governmental entities sucki as.,,wa er management districts, state agencies, or federal agencies. Acceptance of is v ft 0 owner of a property � ar Sign re of Owner/Agent Date C pyt F,5 D , PriaLOwner/Aeents Name Date MY COMMISSION # DD629096 EXPIRES: February 25, 2011 y Fl. Notary Discount Assoc..Co. Owner/Agent is _ Personally Known to Me or _ Prod,-ce.1P0 �T� Y � ,bassG ZONING: r _ • �C TIL: Special Conditions: r% 04P t r t( ; Rev02/2007 tirements of Florida jLLiien/jLaaw, FS 7 . _?e4j l%4_ , , Signature of Contractor/Agent Date ROA),41-10 n 00e /7-1 Pri ontractor/Af.ent's Name Signature of Notary -State of Florida Date Contractor/A&nt'is_.- Personally Known to Me or - Produced l _ I�AJiI) CVO` 5'/ao 109 ___'V I ILI 1 Y 11'vis ---WD $ Out 0 07 AD ,,Iulrl DE 3 4- DANSCO ENGINEERING, LLC `;. P.O. Box 3400 Apollo Beach, FL 33572 Telelphone: (813) 645-0166 Facsimile: (813) 645-9698 E-mail: trusses(a),danscoengineering.com CA 25948 P.O. Box 1049 Summerville, SC 29484 Telelphone: (843) 875-4912 Facsimile: (843) 871-0603 C00646 The truss drawing(s) listed below have been prepared by 84 Lumber Company - Apopka under my direct supervision based on the parameters provided by the truss designers. Job: 12304 Builder: RELIANT BUILDING PRODUCTS Model ARBY'S (OFFICE Location: SEMINOLE CENTER 63 Truss Designs DE Job #: 4372-El Trusses t1, tl 0, tl 1, tl 2, tl 3, tl4, t15, tl6, tl 7, tl 8, tl 9, t2, t20, t21, t22, t23, t24, t25, t26, t27, t28, t29, t3, 60, t31, t32, t33, t34, t35, t36, t37, t38, t39, t4, t40, t41, t42, t43, t44, t45, t46, t47, t48, t49, t5, t50, t51, t52, t53, t54, t55, t56, t57, t58, t59, t6, t7, t8, t9, tg 1, tg2, tg3, tg4 PERMIT # r REVISION Dat : Thursday, August 23, 2007 Samuel A Greenberg, P.E. FL Reg. No. 34245 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. FBC-2004 Sec. 1609, ASCE 7-02. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI- 2002 Sec.2. Job # 4372-E1 " Job 12304 MPOREI 4-0-12 7-1U-L 4-0-12 3-94 ROOF TRUSS 2-0-0 Job 6 500 s 14-1-13 18-5-10 4-3-13 4-3-13 0-0-0 9-10-0 21-4-3 15-7-1 7-10-0 5-9-1 ns 5-9-1 4-3-13 4-7-5 s..i..1:44.5 0 D-0-0 27-412 6-0-9 Plate Offsets X Y : 7-10-0 12:0 4-6 0 3-0 - FL in I/dell Lid PLATES GRIP (lot) MT40 244/190 LOADING(psf) SPACING t(LL) 0.3412-13 l(TL) 0.6212-13 >943 360 MT18H 244/190 >525 240 TCLL 20.0 Plates Increase Increase rrWt:p 0.09 rz(TL)Lumber 10 da nlaWeighC 131 Ib TCDL 10.0 BCLL 0.0 Rep Stress Ina Code FBC2004IT except end verticals. BCDL 10.0 BRACING applied or 3-8-3 oc purlins, Strudural wood sheathing direc8y app LUMBER TOP CHORD BOT CHORD Rigid ceiling directly applied or S8 12 oc bracing. TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 Except B1 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W72X4SYP No.2 REACTIONS (lb/size) 15=719/Mechanical, 10=71310-3-8 Max Upliftl5=310(LC 4),10=-305(LC 4) FORCES (Ib) -Maximum CompressioNMaximum Tension _ 4-5= 2387/1054, 5-6=2387/1054, 6-7=270311184, TOP CHORD 7-18-118161786?81801816/786, 879087/29.10 16=104/7139-1616�93/68 7-11=676/359, 8-11=170/529, BOT CHORD 14-15=642/1353, 13.14=105412387, 12-13-1254/2763, 11-12=1092/2217:10-11=679/1481" BOTWEB2-15 1418/709, 2-14 45811150, 3 14=-307/188, 4-13=0/84, 6-13=-4091217, 6 12 95I110; 7-12=1081366, 8-10=1506/703 NOTES B. enclosed; MWFRS gable end zone and GC Exterior(2) zone; cantilever 1) This truss has been checked for uniform rod live lead only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp left and right exposed : Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water pondmg.` 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x5 MT20 unless otherwise indicated. iis truss is chosen 6) This truss This truss requir has been des i nedect fora per 0 he Tooth Count bottom chord eve d when oad nconcurrenl with any fotherllve loads.ante inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to be plate capable of withstanding comp neat10 uplift at salt always re 3051ti uplift at joint 1 . 1o) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard' } N1o.34245 araQEO;= tr Sarnum! A- Df ea lit-e 9 11.0 DANBCD Eg.. P.o, 9ox 3409 FL 33572 Apollo CA 20448c 8 h, Date: 8123107 incorporation of design parameters and read notes before use. to be installed and loaded vertically. Applicability er design Parameters and proper ng shown is for. lateral of individual web members only. Additional temporary bracing to ensure Warning. —Verify eters shown, and is for an individual building component This design is based only upon pamm component is responsibility of building desitmer -not truss designer or truss engineer. Bracingbracing or Meta Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding stability during WI 53719. fabrication, quality control, storage, delivery; erection and bracing consul[ ANssesfr 1 Notional Desit{r Standard f Practice jor Handling, Installing & Bracing ojrYfetal Plane Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, F. Job # 4372-El 12304 ROOF TRUSS. 1 1 1 s UN 27-11-15 33-7-0 5-3-15 10-4-5 15-4-12 17 4-12 22 8-5 5-3-9 5_3_9 5-7-1 5-3-15 5-0-7 5-0-7 2_0-0 sai. • 1:n4 c.o = 2.5.4 II 2.5.4 II 5.12 0-M -. 0-0-0 33-7-0 15-4-12 17-4-12 25A-2 7-10-2 2-0-0 7-11 6 B-2-14 7-10-2 7-6-10 LOADING(psf) SPACING 14-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade FBC2004/7PI2002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP Not WEBS 2 X 4 SYP No.3 -Except* W2 2 X 4 SYP No.2 , W2 2 X 4 SYP No.2 DEFL in (Iec) I/deb Ud PLATES GRIP CSI Vert(LL) 0.49 13 >816 360 MT20 244/190 TC 0.68 Vert(TL) -0.8911-13 >447 240 BC 0.Horz(TL) 0.15 10 rda n/a WB 0.99 Weight: 1611b (Matrix) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-4 oc bracing. WEBS 1 Row at midpt 8-10 with 2 X 4 SYP No.3 with 2 -10d (0.131'xT) nails and cross brace spacing of 16-0-0 oc. REACTIONS (Ib/size) 16=874/0-3-8, 10=874/0-3-8 ax MUpldl16=375(LC 4), 10=-375(LC 4) FORCES (lb) - Maximum CompressiWMaximum Tension TOP CHORD 16-17=121/82, 1-17=108/79, 1-2=101/26, 2-19=-2563/1103, 3- 19=2563/1103, 3-0=3654/1622, 4 5=3654/1622, 5 6=3654/162 6-7=266111143, 7-20=-2661/1143, 8-20=266l/1143, 8-9=108/27, 10-18=-128/87, 9-18=114/84 BOT CHORD 15-16=-87511897, 14-15=-1419/3110, 13-14=162213654, 12-13=1463/3203, 11-12=1463(3203, 10-11=915/1981 WEBS 2-16=1931/912, 2-15=291/848, 3-15=697/402, 3-14=220/587,.4-14=149/112, 5-13=120/106, 6-13=171/484, 6-11=-677/400, 8-11=284/851, 8-10=2000/948 NOTES _ 1) This truss has been checked for uniform roof live load only, except as noted. 2) aannddright exposed ; Lumber DOL=10 plate grip DOLDL=6.0psf; Category --1 0. This truss is esigned f C-C for members and (forces anddforr MWFRS Exterior(2) zone; cantilever reactions specified 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) Warning: eAdditional olnal permanent and stability bracof ing tors to �Vussgplate sysle (not part oble f tMstanding 375 lb uplift at canponenl design) s a�ways requint 16 and ired. lb uplift at joint 10. LOAD CASE(S) Standard GFtF�ry�''I. a ; 14o. 34245 k -P fiA . . Sarno®`• A. Greanterg, PE, DANSCa E119 nearing, IL.0 P.O, Sox 3401) Apollo Beach, �L 33572 CA 2504a Date: 8123107 Warningl—Verify design parameters and read notes before useof individual building component to be installed and loaded vertically. Applicability er of This design is based only upon parameters shown, and is for an design parameters and proper incorporation re component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only.. Additional temporary bracing to ensure stability during construction is the responsibility of Ole erector. Additional permanent being of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L_— � .-.. — _ — . -- _- l; Job 12304 .,wL WMPONENTS, AP YY�� ����`F-- _ 5 3 15 5-3-15 W2 Truss Type ROOF TRUSS 10-4-5 154-12 5-0-7 5-0-7 0 7-4-12 2[-o-c 2-M 5-3-9 2.5x4 II 15.4 II RELIANT BUILDING PRODEDUCTS Job # 4372-El 1 Job Reference(Optional) i.500 s Mar 8 2007 M7ek Indust es, Inc. Thu Aug 23 15:01:26 20070E" 1 27-11-15 33-7'0 5-3-9 5-7-1 sou" _ 1:534 0-0-0 0-0-0 17-4-12 2514-2 33-7-0 7-10-2 15-4-12 7-11-6 8-2-14 7-10-2 7-6-10 2-0-0 Plate Offsets X Y : 3:0-4-80-3-0 in (I�) Udell Ud PLATES , GRIP LOADING(psf) SPACING 1-"TC CSI 0.39 DEFL Vert(LL) 0.47 13 >839 360 240 MT20 244/190 TCLL 20.0 Plates Increase Lumber Increase 125 1.25 BC 0.67 Vert(TL) -0.86 Herz(TL) 0.15 11-13 >458 10 n/a nla TCDL 10.0 0.0 Rep Stress Incr YES WB 0 98 Weight: 161 Ito BCLL BCDL 10.0 Code FBC20041TP12002 (Matrix) BRACING Structural wood sheathing directly applied or 3-1-2 ccpurlins, except end verticals. LUMBER TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 8-10 2 X 4 SYP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 16-0-0 WEBS ' 2 X 4 SYP No.3 with oc. REACTIONS (lb/size) 16=874/0-3-8. 10=874/0-3-8 Max Uplift16=375(LC 4), 10=375(LC 4) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 66--1 7623Hf 8261-170 11262311126, 8-2042 -19/ 52 /1 8-8104/26, 10-18=-1 6/855, 9 80113/83¢�602/1599, 5 6=3602/1599, BOT CHORD 15-16=863r1871, 14-15=139813065, 13-14=1599/3602, 12-13=144213156, 11-12=1442/3156, 10-11=-90211953 WEBS 2-16=19111903, 2-15=-288/840, 3-15=690/398, 3-14=217/580, 4-14=149/112,.5-13=1211106, 6-13=-169/478, 6-11=-6701396, 8-11=281/843, 8-10=1978/938 NOTES 1) This'truss has been checked for uniform roof life load only; except as Category 11 B, enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left ��n�pmparrr 2) Wind: ASCE7-02; 120m h; h=30ft; TCDL=4.2 sf; BCDL=6.Opsf; Cate ory II; Exp ` and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. ,..' 3) Provide adequate drainageto prevent water ponding. Q�•a!,• G� Va 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ;7 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.GO 7) Provide mechanical connection (by others) of truss to bearing plate, capable of withstanding 375 Ib uplift at joint 16 and 375 Ib uplift at joint 10. w jtii0.34 �� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard �a�.dn�n�ilts SaMUO! A- Gfeanterg, P6, DANSOO Eng nearing, L LC P.O, Box 340D App(tp )9each, FL 3M'n CA B048 8123107 IVaraingl—Verify design poraureters and read notes before use. individual building component to be installed and loaded vertically. Applicability of design parameters, and proper incorporation o This design is based only upon parameters shown, and is for an component is responsibilo building designerbility of o ensure t erector.r�Additioer or onal permanent brat g of tthe overallengineer. Bracing shown is for lsttructurepiisthefresponsbilityeof thembad russ des action Forand BCSI guidance regarding stability during construction d Wo fabrication,or Handling,quality control, ltstorage, & Bracing oJMetion and Connected consult Wood Truss from Truss nPlat eInstitute,r593 D'Onofriodard for f Drive, Madison, WI 53719.Truss Construction and BCSI 1-03 Guide to Good Practice f DUCTS lob Truss �T—TT Oty PlyRELIANT BUILDING PRODE JOb # 43 / 2—EI 12304 T12 SS 1 1 Job Reference (option 6.500 s Mar 8 2007 MiTek Intlustnes. Inc. Thu Aug 23 15:01:27 2007 oqm 1 &4�1MPONENTS, WOPKA, FL. 5_3_15 10-4-5 15-4-12 17-4-12 22-8-5 27-11-15 33-7-0 5-7-1 5-3-15 5-0-7 5-0-7 2-0-0 5-3-9 5-3-9 6a1, • 1:53A 5v6 = 2.5x/ II 2.5.4 II 5 a 1 2 16 ] 1 15 11 2 1] Ix6 = 11 1 5v12 = 0-0-0 7-10-2 154-12 17-4-12 25-4-2 33-7-0 7-10-2 7-6-10 2-M 7-11-6 8-2-14 LOADING(pso SPACING 1-4-0 CS' DEF L in (loc) I/dell Ud Vert(LL) 0.46 13 >860 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plates Increase 1.25 TC 0.39 BC 0.66 Vert(TL) -0.84 11-13 >469 240 TCDL 10.0 BCLL 0.0 Lumber Increase 1.25 Rep Stress Incr YES WB 0.98 Horz(TL) 0.15 10 Na Na Weight:161 to BCDL 10.0 Code FBC20041TP12002 (fates) LBRACING UMBER TOP CHORD 2 X 4 SYP No.2: TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins, except end verticals. BOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. WEBS 1 Row at Y8-10 WEBS 2 X 4 SYP No.3 SYP with 2 X 4 SYP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 18-0-0 oc. REACTIONS (lb/size) 16=874/0-3-8, 10=874/0-3-8 Max Uptiftl6=375(LC 4). 10=-375(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 16-17=119/81, 1-17=107/78, 1-2=95/24, 2-19=249511074, 3-19=-2495/1074, 3-4=-3557/1579, 4-5=3557/1579, 5-6=3557/1579, 6-7=2591/1112, 7-20=2591/1112, 8-20=2591/1112, 8-9=102/25, 10-18=-125/85, 9-18=112/83 BOT CHORD 15-16=85211847, 14-15=1381/3027, 13-14=1579/3557, 12-13=1423/3117, 11-12=l42313117, 10-11=891/1928 WEBS 2-16=1891/894, 2-15=286/834, 3-15=6841395, 3-14=2151574, 4-14=149/112, 5-13=121/106, 6-13=1671473, 6-11=-664/393, 8-11=279/836, 8-10=1957/929 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11: Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. +y}s G r 3) Provide adequate drainage to prevent water ponding. .t#{�r. G E 4) All plates are 3x5 MT20 unless otherwise indicated. I� s fi 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. '..., 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 16 and 375 lb uplift at joint 10. $ GO ; 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. tqO 34245 , LOAD CASE(S) Standard S XrA'JE OF Samus' A. Groomerg, RE, DANSCC Eng nearing, lLC P0. Box WD Apollo SWO- FI_ aM72 CA M4E Date: 8123107 Warningl—Verify design parameters and read notes before use. be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters' shown, and is for an individual building component to component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional.temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSI/TPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , RELIANT BUILDING PRODUCTS Truss �ROOF pe DE Job # 43 72EI Job 1 1 T13 RUSS Lb Reference tonal 12304 6.500 s Mar 8 2007 MDek Industries, Inc. Thu Aug 23 15:01:28 2007 DPW 1 6gMPONENTS, APOPKA, FL. 27-11-15 33-7-0 17-0-12 22 8-5 10-0-5 15-0-12 5-3-9 5-7-1 Sc,.,1sr+ 5-3 15 5-0-7 2-M 5-3-9 5-3-15 5-0-7 flz 0-M 0-0-0 15-0-12 17-4-12 25-0-2 V v 8 2-14 7-10-2 2-M 7-11.6 7-10-2 7 6-10 Plate Offsets X Y : 3:0 4-8 0-3-0 15:0-4-8 030 DEFL in PLATES GRIP (l1 Ltd MT20 244/190 LOADING(r SPACING 1-4-0 1.25 CSI TC 0.39 Vert(LL) 0.45 V (TL) -0.8311-13 >881Well 13 >881 360 >480 240 TCLL 20.0 Plates Increase Lumber Increase 1.25 BC 0.66 WB 0 97 Horz(TL) 0.15 10 Na Na Weight:162 lb TCDL 10.0 BCLL 0 0 Rep Stress Incr YES Code FBC2004ITP12002 (Matrix) ( BCDL 10.0 BRACING sheathing lied or 3-1-11 oc purlins, except end verticals. LUMBER TOP CHORD BOB CHORD Structural wood Rigid ceiling directly appliedcc bracing. TOP CHORD 2 X 4 SYP No.2 WEBS 1 Row at mtdpt 2 (0.131"x3") nails and cross brace spacing of 18 BOT CHORD 2 X 4 SYP No-2 with 2 X 4 SYP No.3 with -10d WEBS 2 X 4 SYP No.3 oc REACTIONS (lb/size) 16=874/0-3-8,10=87410-3-84) Max Upliftl6=37Fri_4t C .,, - FORCES(Ib)- MaximumCompressionlMaximumTension TOP CHORD 66--1 25598 81, 17170 11106178, 1-2 8-2032559/1099 81961100/24, 0:18110 24185 9 811121821559, ¢� 12I1559, 5 6=35121155 , BOT CHORD 15-16=-842/1825, 14-15=-136312989, 13-14=155913512, 12-13=140613078, 11-12-1406/3078, 10-11=-880/1905 -11=277/829, WEBS 2-16=18721885, 2-15=284/828; 3-15=679/392, 3-14=213/568, 4-14=1491112, 5-13=121I106, 6-13=1661468, 6-11=659/390, 8 8-10=1937/919 NOTES�peainP°parx 1) This truss has been checked for uniform roof live load only, except as noted.MWFRS 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; member interior zone and C-C Exterior(2) for r zone; cantilever I S and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces: and for htWFRS for reactions specified. 3) Provide adequate drainage to prevent water pending. S• ." • + 4) All plates are 3x5 MT20 unless.otherwise indicated.choseninspection. 5) This In. This truss hasmec beendesigned for lion 10 0 psf bottom ohornt d Ive load nonthod when croncurrent with annyf her five loadsrance a " Aio. 34245 8) Warning:Provide Additional permanent connection nnead(by stabilitof truss to y bracing for truss sylstem (not part thistcomponent design ) ift as a�ways requint 16 and ired. 75 lb uplift at joint 10. . n "0 • tit LOAD CASE(S) Standard°�•� -•rains r....- Sarum! A- Grean�-'O{g, PE, DANBCC'Eng noodng, lLC P.O, Box 3405 Apollo Beach, FL 33aT2 CA WO Date: 8123107 {yarning! —Verify design parameters and read pates before use Applicability of design parameters and proper incorp0rauon ui l of building designer —not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. PP component is responsibility erection and bracing, consult' ANS17rP1 1 National Design Standar for Metal Plate Madison, W�5371q Truss Construction and BCSI 1-03 Guide to Good stability during sponwctity i5 the responsibility of the erector. Additional permanent bracing of the overall structure fs the responsibility of the building designer. For general guidance regar d cons ofrio fabrication, quality control, storage, delivery, e Practicefor Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, Job 12304 MPONEN I.. APOPKA, 5-3-15 5-3-15 LIUM! Qty Ply RELIANT BUILDING PF Truss Type 1 1 ROOF TRUSS Job Reference o tional 6.500 s Mar 8 2007 Mi rek 22-8-5 27-11-15 10-0-5 15 4-12 17 4-121. 2-0-0 5-3-9 5-3-9 5-0-7 5-0-7 ]—ll 2.5,411 Job # 4372-El 13-74 5-7-1 Sul, - 1:53a 0 O-M 0-0-0 25-4-2 33-7-0 7-6-10 15-4-12 17-4-12 2-0-0 7-10-2 7-11-6 8-2-14 7-10-2 Plate Offsets X Y : 3:0.4-B 0.3-0 15:0.4-8 D-3-0 Ilde6 lJd PLATES GRIP CSI DEFL in (loc) >906 360 MT20 2441190 LBCDL10.0 SPACING 1�i 0 TC 0.38 Vert( LL) 0.44 13 Plates Increase 1.25 BC 0.65 Vert(TL) -0.80 11-13 >493 240 WmbarIncrease 1.25 WB 096 Horz(TL) 0.15 10 Na Na Weight: 162lb Rep Stress Incr YES 1 Code FBC2004/TP12002 (matrix) BRACING or 3 2 0 oc purlins, except end verticals. LUMBER TOP CHORD Structural wood sheathing directly applied TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing. 8-10 BOT.CHORD 2 X 4 SYP No.2 WEBS 1 Raw at mldpt WEBS 2 X 4 SYP No.3 with 2 X 4 SYP No.3 with 2 -10d (0:131"x3") nails and cross brace spacing of 18-0-0 oc. REACTIONS (lb/size) 16=87410-3-8, 10=87410-3-8 Max Uplift16=375(1-C 4). 10=-375(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6671 25217 80.17120=1106/78, 1-2 91/22,8-20�5211083, 819 98/23, 10.18045, 8/11P45/84 9 19 18=6111582 ¢� 61!1537, 56=3461I1537, BOT CHORD 15-16= 1/108 , 14-15-1343/2945, 13-14=153713461, 12-13-138513033, 11-12=1385/3033, 10-11=-868/1877 WEBS 2-166 850/875, 2-15=2811820, 3-15=-673/388, 3-14=210/561, 4-14=149/112, 5-13=121/106, 613=164/462, 6-11=-652/386, 8-11=274/822, 8-10-1914/908 NOTES ss 1) This truhas been checked for uniform roof live load only, exceptas noted.4�yyp'npii� 2) Wind: ASCE 7-02; 120mph; h=3Dft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and GC Exterior(2) zone; cantilever left ` and right exposed; Lum=1.60. This truss is designed f or C-C for mem her DOL=1.60 plate grip DOL bets and forces, and for MWFRS for reactions specified. ..., .+•. • 1b. 3) Provide adequate drainage to prevent water policing. ti G V$SN�9¢ 4) All plates are 3x5 MT20 unless otherwise indicated. is chosen for quality assurance inspection. 5) This truss requires plate inspection per the Tooth Count Method when this truss other live 6) This truss has been designed for a 10.0 psf bottom chord live load eneapable of'A thstanding 375lb uplift at joint 16 and 375 to uplift at joint 10. Cq 7) Provide mechanical connection (by others) of truss to bearing p w �, TM10. 34245 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.ZZ x �• A OF CrA LOAD CASE(S) Standard AL *, �aaan�tsntit► Sarnu®' A. Ofs0ber9, P6. DAN6C0 Eng mering, LLC PO, Box WD APOO Bwcoh- FL 2IM12 CA W48 Date: 8123107 of IVarning!—Verify design parameters and read notes before useing to y bracing to ensure This design is based only upon parameters shown, not isfor designerndividual build component hown ris foreateral support of individual pweb me members only. Aign dditional temporareters and y incorporation re egarding component is responsibility of building 6ntru stability nurv,glconstruction sis die torage, desl�rery,rlerecuon and bracing, contsultaANS1/TPlnI National Design Stanldard forrMetal Plate ConnectedoWood TrussnConsh�cnon anerd BCSIaI-0 rGuidedance rto Good fabrication, quality Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. __-si Truss Truss Type Qty Ply RELIANT BUILDING PRODUCTS EJOb # 43 / 2-1%1 F123014 T15 ROOF TRUSS 1 1 lD Job Reference(option al Mi7ek Industries. Inc. Thu Aug 23 15:01:30 2007 1 6.500 s Mar 6 2007 15 4-12 17-4-12 22-8-5 27-11-15 33-7-0 5-3-15 10-0-5 5-3-9 5-7-1 5-3.15 5-0-7 5-0-7 2-0-0 5-3-9s.a. - 1:534 50 = 2.5.4 n 2.5.4 II 29' e 4.8 = 3 4 5 7 2 19 12 15 14 n3 4v6 = 5.12 = L—, 0—M 0-0-0 7-10-2 154-12 174-12 254-2 33-7-0 7-10-2 7 6 10 2-0-0 7-11-6 8-2-14 Plate Offsets X Y : 3:0-4-8 0-3-0 15:04-80-3-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP LOADING(psf) SPACING 1-4-037 Vert(LL) 0.43 13 >928 360 MT20 244/190 TC 0. TCLL 20.0 Plates Increase 1.25 0.37 Vert(TL) -0.79 11-13 >504 240 BC TCDL 10.0 Lumber Increase 1.25 BC 0 96 Horz(TL) 0.14 10 Na Na BCLL 0.0 Rep Stress Incr YES Weight: 1621b BCDL 10.0 Code FBC2004/TPI2002 (Matrix ) BRACING 9 y applied or 3 2-5 oc urlins, except end vent cats. LUMBER TOP CHORD Structural wood sheathing directly app P TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Row at midpt 8-10 WEBS 2 X 4 SYP No.3 with 2 X 4 SYP No.3 with 2 -1Od (0.131"x3) nails and cross brace spacing of 18-0-0 oc. REACTIONS (lb/size) 16=874/0-3-8, 10=874/0-3-8 Max Uplift16=375(1-C 4). 10=-375(LC 4) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 16-17=117/80, 1-17=106178, 1-2=89/22, 2-19=2399/1033, 3- 19=-2399/1033, 3 4=3419/1518, 4 5=3419/1518, 5 6=3419/1518, 6-7=2491/1070, 7-20=2491/1070, 8-20=2491/1070, 8-9=96/23, 10-18=123/84, 9-18=-111/82 BOT CHORD 15-16=820/1777, 14-15=1327/2909, 13-14=151813419, 12-13=136812996, 11-12=1368/2996„ 10-11=-857/1855 WEBS 2-16=1832/866, 2-15=-2791814, 3-15=-668/385, 3-14=208/556, 4-14=149/112, 5-13=121/106, 6-13=162/458, 6-11=-6471383, 8-11=272/816, 8-10=1895/899 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zohe; cantilever left ��ppps and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss Is designed for C-C for members and forces, and for MWFRS for reactions specified. 00 f . 3) Provide adequate drainage to prevent water ponding. 0 �{��',.' '� V • y 4) All plates are 3x5 MT20.unless otherwise indicated.\fir 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.:: •-.9G% S 5) This truss hashes designed for a 10.0psf bottom chord live load nonconcurrent with any other live loads. $ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at jdnt 16 and 3751b uplift at joint 10. } 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. yy No. %24'6 • LOAD CASE(S) StandardT'S %c1{U�i Sarntr®` A. Cfoanterg, PE, DANSCO Eag reering, L LC P.O. Box.W5 Apollo Beach, FL BUin CA M4a Date: 8123107 Warning! —Verify design parameters and read notes oe)ore use y Applicability proper pu...... This design is based only upon parameters shown, and is for an individual building component to be in and loaded vertically. A plicabili o design parameters component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generaarding l guidance reg fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard for Meta! Plate Connected Wood Truss Construction and BC51 1.03 Guide to Good Practice for Handling, Installing & Bracing of Meta! Plate Connected Wood Trusses from Truss Plate Institute, 593 D'Onof c, Drive, Madison, WI 53719. r- 12304 0-0-0 Ply RELIANT BUILDING PRODUCTS ,yy `'r?72_E1 Truss Truss Type 1 1 DE Job ROOF TRUSS Job Reference tional T16 6.500 s Mar 8 2007 MTek Industries, Inc. Thu Aug 23 15:01:31 20070Q@� 1 NENTS, APOPKA, L. 27-11-15 33-7-0 17-4-12 22 8-5 5-7-1 10.4-5 15-0-12 5_3_9 s,,i, _ sa e 5-315 5A-7 2-0-0 5-3-9 5.3-15 5-0.7 7-10-2 SPACING 1-4-0 1.25 TCLL 0.0 TCLLG 20 Plates Increase Lumber Increase 125 TCDL 10.0 0.0 Rep Stress Incr YES BCH Code FBC20041TPI2002 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2 CHORD WEB2 X 4 SYP No-3 8-2-14 -0-0 7-11-6 7-6-10 2 4.8 = B 0-0-0 DEFL in PLATESGRIP (100 Ildell Ud MT200 244//190 0.37 Vert(LL) 0.42 VeAt(TL) 13 >949 36 0051 0TC >515 BW0. H 0,14 10 ma nla Weight: 1631b (atMr BRACING lied or 3-2-9 oc pudins, except end verticals. eppce TOP CHORD Structural wood sheathing S1 -11 bracing. Rigid ceiling directly applied BOT CHORD WEBS 1 Row at midpt 10 0-0 with 2 X 4 SYP No.3 with 2 - IDd (0.131-x3=) nails and cross brace spacing of 18- oc. REACTIONS (lb/size) 16=874/0-3-8. 10=874/0-3-8 Max Uplift16=375(LC 4), 10=-375(LC 4) 4-5=337811500, 5-6=337811500, FORCES. CHORD - Maximum Co 0, 1-1 i 1051 !mum Tension 10-18--123/84 9-1 8=_111/82 TOP CHORD 66-1 2461�057,I7120=1246�1057, 8-20�-2461911p577181921�522-237111021, 3-4=3378/1 , BOT CHORD 1516=81011756, 14-15=1311/2874, 13-14=1500/3378, 12-13=4 WEBS 2-16=-18141858, 2-15=277/809, 3-15=6631382, 3-14=206/550, 14y14910112, 5 1313121 106, 6 1311601453, 6-11 6421360, 8-11=270/810, 8-10=18771891 NOTES except as noted. RS interior zone and GC Exterior(2) zone; cantilever left 1) This truss has been checked for uniform roof BCDL� 6.0psf; Category 11; Exp B; enclosed; MWF 2) Wind: ASCE 7-02; 120mph; h=3tNt; and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for Mspecified for reactions speci 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This Vuss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.O.psf bottom chord live load nonconcurrent with any other live loads. 8) Provide a i og: Additional al connection and stabilitof truss to y bracing for acingruss plate ((not part of ble 0 thisfcomponent design) is always rng 375 lb uplift at joint 16 equired lb uplift a[ joint 10. LOAD CASE(S) Standard 31245 ; t 9KrAV- OF 04f 1 Samuel A- Gfeeiterg, t1., DANBCQ E1 g P.O. gox 3401) Ap0110 SWQo - FL 2IM12 CA W4a Date: 8123107 i incorporation of ram and read notes -before use. y Applicabilityof design parameters .and. Proper to ensure Warning! —Verify design pa of individual web members only: Additional temporary g This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. component is responsibility of building desibmer - not truss designer or truss engineer. Bracing shown is for lateral support stability during d bracing, consult AN 1 National Design Standard f r Me oI Plate Connecte WWo d Truss Construction and BCSI 1-03 Guide to Goad s construction f the responsibility of thenerector. Additional permanent bracing of the overall ss �cture is the responsibility of the building designer. For general guidance regarding Madison fabdeation, quality control, storage, delivery, erection a Practice far Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 5 Job Truss JTrusSRT'pe Oty Py RELIANT BUILDING PRODSCTS JOb # 43 %Z-El USS 1 1 12304 T17 Job Reference lion al 6.500 s Mar 8 2007 M7ek Industries, Inc. Thu Aug 23 15:01:32 200b$�a 1 �1�MPONENTS,APOPKA, FL. il 5-3_15 10-4-5 15-4-12 17-4-12 22-1-9 26-10-6 1 31-7-3 36-/-6 2-M 4-8-13 4-8-13 4-8-13 5-0-5 SIM. -1:5Bs 5-3-15 5 0.7 5-0-7 3.6 = 5.9 = _ _ 3.5 = 3.6 = avx YB 3x5= 5.8= 2.Sv�l 2.5x�11 3r5- 2 B5 21 B 10 -2 = 5.9 = 0-M 0-M 7-10-2 15-4-12 17-4-12 23-8-8 30-0-4 36-7-8 7-10-2 7-6-10 2-0-0 6-3-12 6-3-12 6-7-4 Plate Offsets X Y : 1- -8 0-3.0 13:0-4-80-3-0 16:0-4-8 0-'s-u LOADING(psf) SPACING 14-0 CSI TC 0.29 DEFL in (loc) I/defl Ud Vert(LL) 0.55 13-14 >788 360 PLATES GRIP MT20 2441190 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.99 13-14 >437 240 Horz(TL) 0.17 11 n/a Na BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2004I P12002 WB 0.91 (Matrix) Weight: 179lb BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 3-1-1 r3c purlins, except an d verticals. TOP CHORD 2 X 4 SYP No.t BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing. BOP CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3'Ecept* WEBS 1 Row at midpt 2-17 w th 2 X 4 SYP No.3 with 2 -10d (0.131'x3') nails and cross brace spacing of 16-00 W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 oc. REACTIONS (lb/size) 17=95510-3-8, 11=95510-3-8 Max Uplift17=A10(LC 4), 11=-410(LC 4) FORCES (lb) - Maximum Compression!Maximum Tension 1-18=107/78, 1-2=92/23, 2-20=2612/1129, 3-20=-2612/1129, 3-4=-3920/1745, 4-5=392011745, 5-6=3920/1745, TOP CHORD 17-18=118/80, 6-7=3615/1592, 7-8=361511592, 8-21=2276/993, 9-21=2276/993, 9-10=79/25, 11-19=110!76, 10-19=100/73 14-15=1745/3920, 13-14=1721/3809, 12-13=1400/3081, 11-12=-83211823 BOT CHORD 16-17=88211916, 15.16=1459/3207, 2-17=1988/935, 2-16=327/920, 3-16=787/437, 3-15=314/781, 4-15=199/143, 5-14=61/66, 6-14=28/125, 6-13=-329/219, 8-13=234/649, WEBS 8-12=-979/494, 9-12=275/773, 9-11=1920/889 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left 2) Wind: ASCE 7-02: 120mph; h=30ft; exposed: Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. o`A'�+`r{�, and right 3) Provide adequate drainage toprevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �p ���,.•,G61V$ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.: of withstanding 410 lb uplift at joint 17 and 410lb uplift al joint 11. L •.., 6) Provide mechanical connection (by others) of truss to bearing plate capable 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. $ GO No. 34245 LOAD CASE(S) Standard x i,rAT- OF Ufl<U Samna' A- Greanberg, PE, DANSGO Eng Maring, LLC P.O, Box 940D Apollo Beach, FL 3M12 CA 2,%48 Date: 8123107 f earning! -Verify design parameters and read notes before use be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component to component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desigrcr. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice jar Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 12304 IT,B 5-3-15 I 507 = Qty Ply RELIANT BUILD�__ �__ Truss Type # 4372�11 ROOF TRUSS Job Reference tes, . Thu Aug 23 1b_�11.e 31-7-3 36-7-8 10-4-5 15-4-12 17-4-12 22-1-9 26-10 6 5-0-7 5-0-7 2 0 4 8-13 4-8-13 4-8-13 5-0-5 sx.1e • 1:s6 e MM > 1 11 2s,4 11 ]x6 = 3.5 = 3.5 = 3.5 = 8 0-0-0 0-0 0 15 4-12 17-4-12 23-8-8 30-0-4 36-7-8 6-74 7-10-2 7-6-10 2-M 6.3-12 6-3-12 7-10-2 Plate Offsets X Y : 3:0-4-8 0-3-0 13:0-4-8 0-3 0 16:0 4-8 0.3-0 in (toc) I/deft UdE ATES GRIP DEFL LOADING (pst) SPACING' 1-4-0 CS! Vert(LL) 0.5513.14 >783 360T20 Plates increase 1.25 TC 0.35 Vert(TL) -1.00 13-14 >434 240 2441190 TCLL 20.0 LBC 0.62 TCDL 10.0 Lumber increase 1.25 WB 091 H�(TL) 0.17 11 Na nlaeight:180lb YES BCLL 0.0 Rep Stress Incr Melr x BCDL 10.0 Code FBC2004/rP12002 ( ) BRACING TOP CHORD Structural wood sheathing directly applied or2-11-6 oc Purlins, except end vent cats. LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-6 2-17 pc bracing. BOT CHORD 2 X 4 SYP No.1 WEBS 1 Row at midpt 2 X 4 SYP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 16-M WEBS 2 X 4 SYP No.3 with oc. ) REACTIONS (lb/size) 17=955/0-3-8, 11=955/0-3-8 i Max Up11ft17=410(LC 4), 11=-410(LC 4) i FORCES (lb) - Maximum CompressiordMaximum Tension _ 9-10-� 76/233,11- 970108175 10-1-19 799t726-7�3 — 7011723, CHORD 7 1 1T TOP 22491981, 5116179, -8=357�573, 8-211 7249 981, 9-21 15-16-144113167, 14-15=1723870. 13-14-- 12-13=1383I3043, 11-12 1123, 6801 62167, 6 14=281123, 6-13-3281218, 8-13=2321644, BOT CHORD 16-17=-871I1893, 59- 197/, 781/881, 3-15=3101772, 4-15=1971142, 5-14 3241770, WEBS 8-17=1197/490792-16- 9-116— NOTES 1) This truss has been checked for uniform roof live load only, except as noted. `� G TCDL of livefl BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and GC Exterior(2) zone; canlileverleK eo�nn 1 Wind: ASCE 7-02; check ; for uniform 4 is designed for C-C for members and forces, and for MWFRS for reactions specified.P" Win, right exposed Lumber DOL=1.60 plate grip DOL=1.60. This truss . •.' 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.. live load nonconcurrent with any other live loads 11. �-`""A 5) This truss has been designed for a 10.0 psf bottom chord connector (by others) of truss to bearing plate capable of withstanding 410 Ito uplift at joint 17 and 410 lb uplift at joint design) is always required. z 6) Provide mechanical 7) Warning: Additional permanent and stability bracing for truss system (not part of this component 1h .No, 34245 LOAD CASES) Standard 13 XrAJE OT ��jU� Sams®: A. 0fe2rlberg, PE DANSCC En8 mering, tLC P"0, Box 340D oh FL 33072 CA M48 Date: 8123107 Warningl—Verify design par an' rs and read notes before use. p� y bracing or ensure Of This design is based only upon of building netdesigner,shown, not i truss designer nindividual building engineer. component show installed lateral support of individual webame bers onlybility of . Additional teempoeters and rrary oper racing to tens re component is responsibility stability durin nco ctionsis ttorahe ge, delring �very, responsibility and bracing consult aANSUTPInI National Design Stanldar' forMetal Plate Connected food Tnlity of the rss]Construction and BCSg designer. For la1-03rGmdedance rto Good fabrication, quality Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537I9. 1 Job ' Truss 12304 T19 „pd&eMPONENTS, APOPKA, FL. 5-3-15 10-4 5-3-15 5-0-7 0-0-0 7-10-2 ROOF TRUSS 15-4-1 5-0-7 Q y Ply RELIANT BUILDING PRODC1 1 1 Job Reference tional 6.500 s Mar 8 2007 MTek Industr 7-4-12 22-1-9 26-10-6 31-7-3 2-0-0 4-8-13 4-8-13 4-8-13 . _... ii I5-11 3.5= 316 = Us= Job # 4372-El N 5-0-5 su1. = 1 sB.e 15 4-12 17-0-12 23-8-8 .3v-v-v 7-6-10 2-0-0 6-3-12 6-3-12 6-7-4 0.3-0 EFL in floc) Well Ud PLATES GRIP 0-" LOADINGIPsf) SPACING 140 Plates Increase 1.25 CSI TC 0.34 D MT20 244/190 Vert(LL) 0.5413-14 >800 360 Vert(TL) -0.98 13-14 >444 240 TCLL 20.0 TCDL 10.0 Lumber Increase 1.25 YES BC 0.61 BC 0 90 Horz(TL) 0.17 11 Na Na Weight: 180lb BCLL 0 0 Rep Stress Incr Code.FBC20041fP12002 (Matra) BCDL 10.0 BRACING ins, except end verticals. Structural wood sheathing directly applied w 2-11-10 oc purira LUMBER TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. BOT CHORD 2 X 4 SYP No.1 WEBS 1 Row at midpt 2-17 2 X 4 SYP No.3 with 2 -10d (0.131"0") nails and cross brace spacing of 18-M WEBS 2 X 4 SYP No.3 with oc. REACTIONS (lb/size) 17=955/0-3-8, 11=955/0-3-8 Max uplif l7=-41o(LC 4),11=-41O(LC 4) FORCES(Ib)- Maximum Compression/MaximumTension _ TOP CHORD 6-7= 3530/1554,I7-8=-35�554?8-21/Z2223/970, 921 52/1-� 2223/02, 970, 9-1 /, 75123 11- 926108 510-19-299f724 56-382617 , BOT CHORD 16.17=861/1872, 15-16=1424/3131, 14-15=1704/3826, 13-14=1680/3718, 12-13=1367/3008, 41 28/122, 6- 81 WEBS 2-17=19531919, 2-16=322/907, 3.16=776/431, 3-15=307/765, 4-15=197/142, 5-14=62/67, 6-14=281122, 6-13-327/217, 8-13=230/639, 8-12=9621486, 9-12=-2731767, 9.11=1886/873 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. ��1�p�pplll� 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL 6.Opsf; Category II; Exp 8; enGosed; MWFRS interior zone and r M FRSfor r zone; cantilever I ` and r IN exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 4� �' G � d 3) Provide adequate drainag ato prevent water pond Ing. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.. �y ..-•061 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 6) Provide mechanical conrlec0on (by others) of truss to bearing plate capable of withstanding 410lb uplift at joint 17 and 410 lb uplift at joint 11. $ } 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * t4o. 34245 LOAD CASE(S) Standard �]j Samu®° A- GfWbOrg, P6. DANSCO Eflg mering, LLC P.O, Box WD �L 33aT2 ACAA W4488 oh, Date: 8123107 Warning! —Verify design.parameters and read notes before use. Applicability of design parameters and proper incorporation 01 This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. APP h component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support of individual we members only. Additional temporary bracing to ensure l structure is stability during conty couctionsis the e, delivery,responsibility ycof hendrbracing, consult aANS1/rPlnl National Desigt bracing of the n Standard lfor Metal Platthe e Connectedility oWond Truf Ole asnCoautnBictinn and BCSI 1 03 Guideer. For general guidance toGood Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 4.0-12 7-10-0 9-10-0 14-1-13 18-5-10 22-9-7 27 4-12 4-0-12 3-9-4 2-" 4-3-13 4-3-13 43-13 4-7-5 Sale • 1A4.e 4.e = 2.5.4 II 2.5.4 II 2.5.4 II 7 le e e M 0-M 2 17 ] 14 1] 9 7-10-0 9-10-0 15-7-1 214-3 274-12 710-0 2-M 5-9-1 5-9-1 6-0-9 rIGIC LOADING(psf) SPACING 14-0 CSI DEFL in (I0c) Well Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) 0.34 12-13 >963 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.60 12-13 >536 240 Mrl8H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.09 10 Na Na Weight: 132lb BCDL 10.0 Code FBC200411PI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purtins, except end verticals. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-4 oc bracing. B1 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 15=719/Mechanical, 10=71310-3-8 Max Upliftl5=310(LC 4). 10=-305(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=99/68, 1-2=81/0, 2-17=2353/1039, 3-17=2353/1039, 313=2353/1039, 4-5=2353(1039, 5-6=235311039, 6-7=266511167, 7-18=1790/775, 8-18=179OM5, 8-9=-84/27, 10-16=103r70 9-16=92/67 BOT CHORD 14-15=633/1334, 13-14=1039/2353, 12-13=1236/2724, 11-12=1076/2358, 10-11=670/1461 WEBS 2-15=1402/701, 2-14=-05311136, 3-14=307/188, 4-13=0/84, 6-13=404/215, 6-12=94/110, 7-12=107/362, 7-11=668IM5, 8-11=169/526, 8-10=1491/696 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. �peaarrtyii 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x5 MT20 unless otherwise indicated. fI 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. q Q 8) Refer to girder(s) for truss to truss connections. ;7 • ',�� 7i 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 15 and 305 lb uplift at joint 10. $ 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 'h No, 34245 LOAD CASE(S) Standard �y Sarnua' A-13fean*erg, P6, DANSCC Ertg naeringl lLC P.01 Box WD Apollo Beech, FL 33M2 CA M48 Date: 8123107 Warning! Verify design parameters and read notes before use. be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component to component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job # 4372-E1 12304 T20 ROOF TRUSS 1 1 6.500 s Mar 6 zuut MI I eK Inausmes, mc. nm —bi — --- &VMPONENTS, APOPKA, FL. I 5-3-15 10-4-5 154-12 17-4-12 22-1-9 26-10-6 31-7-3 36-7-8 5-3-15 5-0-7 5-0-7 2-0-0 4-8-13 4-8-13 4-8-13 5-0-5 swx • 1:s3.3 5.9 = 3.6 = .1 5.11 _ 3x5= 5x9= ].Sri II 2.Sx� II 3x6 = 5x9 = 3.5 = ]r5 = - 3.5 = ]xb = 6 , 3 ]1 9 0 19I�x 9 N 1 Sx9 = 3x5 = ]rS = •-• — 0-0-0 0-0-0 7-10-2 15-4-12 1 17-4-12 23-8-8 1 30-0-4 36-7-8 7-10-2 7-6-10 2-M 6-3-12 6-3-12 6-7-4 Plate Offsets X Y : 3:0-4-8,0-3-0 13:0-4-8 0-3-01 16:0-4-6 0.3-0 LOADING(psf) SPACING 1-" CS! DEFL in Vert(LL) 0.54 (loc) I/dell Lid 13-14 >799 360 PLATES GRIP. MT20 244/190 TCLL 20.0 Plates increase 1.25 1.25 TC 0.34 BC 0.76 Vert(TL) -0.98 13-14 >443 240 TCDL 10.0 BCLL 0.0 Lumber Increase Rep Stress Incr YES WB 0.90 Horz(TL) 0.17 11 nla rile Weight:180 lb BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied a 2-11-15 oc puriiru, except end verticals. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracng. BOT CHORD 2 X 4 SYP No.2 WEBS 1 Raw at 2-17 WEBS 2 X 4 SYP No.3 with 2 X 4 SYP No.3 with 2 -10d (0.131')3') nails and cross brace sparing of 18-0.0 Y SYP oc. REACTIONS (lb/size) 17=955/0-3-8, 11=95510-3-8 Max Uplif117=410(LC 4), 11=-41O(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 17-18=115179, 1-18=104/77, 1-2=84/21, 2-20=2516/1087, 3-20=2516/1087, 3-4=3774/1681, 4-5=3774/1681, 5-6=3774/1681, 6-7=3481/1533, 7-8=3481/1533, 8-21=21931957, 9-21=21931957, 9-10=72/22, 11-19=107174, 10-19=98172 BOT CHORD 16-17=850/1846, 15-16=1405/3087, 14-15=1681/3774, 13-14=165713667, 12-13=1348/2967, 11-12=-802/1757 WEBS 2-17=1932/909, 2-16=3191900, 3-16=769/427, 3-15=304/757, 4-15=200/143, 5-14=-60/66, 6-14=28/121, 6-13=326/216, 8-13=228/633, 8-12=9531481, 9-12=-272/764, 9-11=1867/865 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior( 2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. �* �4A •� f� 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. t. )'Cr 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.:: . g 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410lb uplift at joint 17 and 410 lb uplift at joint 11. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. GO N0.24TJ LOAD CASE(S) Standard +� ; 66 Samn' A. Grearlberg, PE, DANSCO E"g nearing, lLC P.O, Box WD Apollo Beach, FI- BM12 CA M48 Date: 8123107, Warning! Verify design parameters and read notes before use. - This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure component is responsibility of building designer —not truss designer or truss stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. DUCTS 26 • Truss Truss Type =D.Duv RELIANT BUILDING PRODS Job tr YJ /Z�lil 2304 - T21 ROOF TRUSS Job Reference tlons Mar 8 2007 M Tek Industries, Inc. Thu Aug 23 15:01:37 200b_UAye bWMPONENTS, APOPKA, FL M 5-3-15 10-4-5 15-4-12 17-0-12 22-1-9 126-10 6 31-7-3 so-t-n 5-3-15 5-0-7 5-0-7 2-M 4.8-13 4-8-13 4-8-13 5-0-5 5w."1:se.9 9.5 = 5.9 = 2.5.4 II 25.E It 3- 5.9 = 3.5 = 6 2.5 = 6 21 3.5 = 9 3.6 = 0 4 19 4� 0-0-0 0-0-0 7-10-2 15-4-12 17-4-12 23-8-8 30.0 4 36-7-8 7-10-2 7-6-10 2-M 6-3-12 6-3-12 6-7-4 LOADING(psf) SPACING 1-" TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2004ITP12002 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 CSI DEFL in (loc) Well Lid Vert(LL) 0.5313-14 >816 360 PLATES GRIP MT20 244/190 TC 0.33 BC 0.75 Vert(TL)-0.9613-14 >452 240 WB 0.89 Horz(TL) 0.17 11 n/a n/a Weight: 1811b (Matra) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Rau at midpt 2-17 with 2 X 4 SYP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 18-0-0 oc. REACTIONS (Ib/size) 17=955r0-3-8, 11=955/0-3-8 Max Upliftl7=-410(LC 4), 11=-410(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6�71 3442/1516'718 3442/15162�22169/946, 9-210 2169/946, 75, 9-10!101521, 11 19 � 07f141662, 10-1973 81722, 5 6-3732/1662, BOT CHORD 16-17>840/1826, 15-16=1389/3053, 14.15=1662/3732, 13-14=163813626, 12-13=133312934, 11-12=-79311737 WEBS 2-17=1915/901, 2-16=317/895, 3.16=764/424, 3-15=3021750, 4-15=200/143, 5-14=60/66, 6-14=27/120, 6-13=325/216, 8-13=226/628, 8-12=945/478, 9-12=-2711761, 9-11=1851/857 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This thus requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410lb uplift at joint 17 and 410 lb uplift at joint 11. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard GO N0.34245 -0 STAVE DF NP Sarnua: A. Greenberg, PE, DANSCO Eng nearing, lLC P.O, Box WE) Apollo Eeach, IFL BM't2 CA W441 Date: 8123107 Warning! -Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSI/fPI I National Design Standard for Metal Plate Connected Wood Tntss Construction and BCSI 1-03 Guide to Good Practice for Handling, installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Ono6io Drive, Madison, WI 53719. Job Truss Truss Type Oty Ply RELIANT BUILDING PRODUCTS DE Job # 4372-E1 123; T22 ROOF TRUSS 1 2 Job Reference Tonal WS@MPONENTS, APOPKA, FL. 6.500 s Mar 8 2007 Mi fek Industries, Inc. Thu Aug 23 15:01:39200b_8�e 1 5-3-15 1 10.4-5 154-12 17-4-12 22-1-9 26-10-6 31-7-3 36-7-8 5-3-15 5-0-7 5-0-7 2-M 4-8-13 4-8-13 4-8-13 5-0-5 S.W. • TRUSS LOADED FOR A/C UNIT d.6= U9= 5,9 _ dvd = dvd = 1.4 = 3"fi = l,= dvd = 7.10 = 25vd II 3.5v4 II fi 7 6 ]t 9 n 70 16 15 14 .10 12 1 mm MM 0-M 0-0-0 7-10-2 15-4-12 174-12 23-8-8 30-0-4 36-7-8 7-10-2 7-6-10 2-M 6-3-12 6-3-12 6-7-4 LOADING(psf) SPACING 14-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 10.0 Lumber Increase 125 BC 0.68 BCLL 0.0 Rep Stress Incr NO WB 0.37 BCDL 10.0 Code FBC2004/1P12002 (Matrix) LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 17=1218/0-3.8, 11=149310-3-8 Max Upliftl7=147(LC 4) DEFL in (loc) I/dell Lid PLATES GRIP Vert(LL) 0.22 13-14 -999 360 MT20 2441190 Vert(TL) -0.7013-14 >618 240 Horz(TL) 0.15 11 n/a n/a Weight: 4191b BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 17.18=140173, 1-18=127/73, 1-2=112/1, 2-20=3388/234, 3-20=3388/234, 3-4=-5682/0, 4-5=5682/0, 5-6=5682/0, 6-7=5955/0, 7-8=5955/0, 8-21=3687/0, 9-21=3687/0, 9-10=104/0, 11-19=143157, 10-19=131/58 BOT CHORD 16-17=270/2426, 15-16=261/4261, 14-15=0/5682, 13-14=0/6243, 12-13=0/5230, 11-12=012870 WEBS 2-17=2540/294, 2-16=0/1286, 3-16=1167/36, 3-15=0/1563, 4-15=502/0, 5-14=0/324, 6-14=782/0, 6-13= 499/53, 8-13=0/889, 8-12=1890/0, 9-12=0/1416, 9-11=3059/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131"0') nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-7-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 a. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Ederior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift atjoint 17. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4001b down at 22-1-9, and 400lb down at 26-10-6 on top chord. The designiselection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of thiscomponent design) is always required. LOAD CASE(S) Standard 1) Regular: Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=-40, 11-17=13 Concentrated Loads (lb) Vert: 6=-400(F) 8=-100(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=13, 11-17=27 Concentrated Loads(Ib) Vert: 6=-400(F) 8=400(F) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) .' FA ry .• . G% w : NO.34245 6 � TrAIE CW �fl1:L Same: A- Graanterg, PE, DANSCO Eng noaring. LLC Pot Dox WD Apollo 72 a1 FL a55 Ap Vert: 1-10=32, 11-17—o Date: 8/23/07 ararng — en design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not buss designer or truss engineer. Bracing shown is for lateral support of individual web members only.. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Jobs Truss Truss Type Ply RELIANT BUILDING PRODS JOU'FJ /G—El 123pq T22 ��]Oty ROOF TRUSS 1 2 ji.lo Reference Tonal a ton . ,ems, a .. rok ioduetri— Inc Thu Aue 23 15*01:39 2007 Pace 2 84 COMPONENTS, APOPKA, FL. LOAD CASE(S) Standard Concentrated Loads(Ib) Vert: 6=400(F) 8=-400(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate ncrease=1.60 Uniform Loads (plf) Vert: 1-10=31, 11-17=8 Concentrated Loads (Ib) Vert: 6=400(F) 8=400(F) 5) MWFRS Wind Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=31, 11-17=-8 Concentrated Loads (lb) Vert: 6=-400(F) 8=400(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-20=31, 10-20=20, 11-17=8 Concentrated Loads (Ib) Vert: 6=400(F) 8=-400(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-21 =20, 10-21 =31, 11-17=-8 Concentrated Loads (lb) Vert: 6=-400(F) 8=-400(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-20=15, 10-20=10, 11-17=8 Concentrated Loads (Ib) Vert: 6=400(F) 8=-400(F) 9) MWFRS"4th Wind Parallel: Lumber trrcrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-21=10, 10-21=15, 11-17=8 Concentrated Loads (lb) Vert: 6=-400(F) 8=400(F) .p- GRFRe�yl, �a V 'Ely j . Gz * ; NO, 3424a -!3 gTA'E OF n Z. Sarnua' A- Greenberg, RE, DANSCO Eag moring, LLC P.O, Box WD Apollo Beach, FL 33512 CA P-%48 Date: 8123107 IVarningl—Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only.. Additional temporary bracing to ensure stability during construction is the responsibility of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r—m 6 pty Ply RELIANT BUILDING PRODUCTS DE ,%OI) # 43 %2 EI Job •. Truss Truss Type �f 12304 T23 ROOF TRUSS 1 2 Job Reference lion al 6.500 s Mar B 2007 MiTek Industries, Inc. Thu Aug 23 15:01:40 200b��e 1 Pd_&®MPONENTS, APOPKA, FL 4.8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 29-M 34-3-3 3a-4-ts 4-8-13 4-5-5 4-5-5 4-5-5 2-" 4-8-13 4-8-13 4-8-13 5-0-5 hub' 1:63.1 TRUSS LOADED FOR A/C UNIT 5.9 = 5.8 = 3.6= 1 4.4= ) 4,4= 2) ] 1.1B= 4 2.5.411 5 2.5.411 6 4.4 = 7 4.3 = B 4.4 = B 2d 4.4 = 10 3.5 = 11 1, 1' s.12 = 3.5 = 3.1 = 3.5 = '•' — """ 0-M 8_2_9 12-1-11 18-0-12 20-0-12 264-8 1 32-84 1 39-3-8 6-2-9 5-11-1 5-11-1 2-M 6-3-12 6-3-12 6-74 LOADING(psf) SPACING 1110 CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 10.0 Lumber Increase 1.25 BC 0.71 BCLL 0.0 Rep Stress Incr NO WB 0.39 BCDL 10.0 Code FBC20D4/TPI2002 (Matra) LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 20=1271/0-3-8, 12=1582/0-3-8 Max Upli t20=-196(LC 4) DEFL in (loc) Udell Lid PLATES GRIP Vert(LL) 0.27 15 >999 360 MT20 244/190 Vert(TL) -0.8114-15 >573 240 Horz(TL) 0.17 12 Na n/a Weight 4531b 22 ry 0-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 20-21=129/64, 1-21=119/63, 1-2=82/8, 2-23=2879/355, 3-23=2879/355, 3 4- 4954/390. 4-5=6386/0, 5-6=-6386/0, 6-7=-6386/0, 7-8=-6360/0, 8-9=6360/0, 9-24=3884/0, 10-24=38 0, 10-11=1D4/0, 12-22=-145/57, 11-22=133/59 BOT CHORD 19-20=341/2245, 18-19=-453t4055, 17-18=-453/4055, 16-17=382/5359, 15-16=0/6386, 14-15=6/6705, 13-14=0/5529, 12-13=0/3015 WEBS 2-20=2427/374, 2-19=26/1159, 3-19=1481/124, 3-17=0/1132, 4-17=741/0, 4-16=0/1161, 5-16=429/0. 6-15=0/340. 7-15=807/0. 7-14=-604/69, 9-14=0/1022, 9-13=2026/0, 10-13=0/1520, 10.12=3226/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1 row at 0-9-0 a. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) orback (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. ,�� • ;G E IV s .•�fi i 4) Wind: ASCE 7-02;120mph; h=30ft; TCDL=4.2psf; BCDL�Apsf; Category II; Exp B; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever . y left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions spec fled. z 9 5) Provide adequate drainage to prevent water ponding. { 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ., No. 3424b 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift atjoint 20. 9) Load easels)1, 2, 3, 4, 5, 6, 7, 8, 9 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. x A 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down at 24-9-9, and 400lb down at 29-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) $amid®'. A. raraiant-erg, RE, Vert: 1-11=-40, 12-20=13 DANSCQ Erg r!ooring, LLC Concentrated Loads (lb) PO, Box $40D Vert: 7=-400(F) 9=100(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Apollo HIM01", FL BS512 Uniform Loads (plf) CA M` A8 Vert: 1-11=13, 12-20=-27 Concentrated Loads (Ib) Vert: 7=400(F) 9=400(F) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Date: 8123107 ERIEjig en design parameters and read notes bejore use.is based only upon parameters shown, and is for an individual buildiElnent to be installed and loaded vertically. Applicability of design parameters and proper incorporation of is responsibility of building desibmer -not Wss designer or trussing shown is for lateral support of individual webmembers only. Additional temporary bracing to ensure ring construction is the responsibility of the erector. Additional ng of the overall structure is the responsibility of the building designer. Far general guidance regarding quality control, storage, delivery, erection and bracing consult Anal Design. Standard for Metal Plate Connected Wood Truss Construction and BCS1 1-03 Guide to Good t Handling, Installing &Bracing ojMetal P/ate Comrected Wood Trussess Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ( Job Truss Truss Type Oty Ply RELIANT BUILDING PRODUCTS DE Job # 4372-El 12304 T23 ROOF TRUSS 1 2 Job Reference llonal B4 COMPONENTS, APOPKA, FL. 6.500 s Mar B 2007-MiTek Industdes, Inc. Thu Aug 23 15:01:40 2007 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11=32, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform loads (plf) Vert: 1-11=31, 12-20=-8 Concentrated Loads (lb) Vert: 7=400(F) 9=-400(F) 5) MWFRS Wind Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=400(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=31, 11-23=20, 12-20=8 Concentrated Loads (lb) Vert: 7=400(F) 9=-400(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (lilt) Vert: 1-24=20, 11-24=31, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-700(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=15, 11-23=10, 12-20=8 Concentrated Loads (Ib) Vert: 7=-400(F) 9=-400(F) 9) MWFRS 4th Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=10, 11-24=15, 12-20=-8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 4 6 Samna' A. Groan erg, PE, DAN8CO Eng neering, (LC PC, Box 340D Apollo Beach, FI- 3M72 CA M48 Date: 8123107 ►Varning! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicabilityof design parameters and proper incorporation of component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual .web, members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSIrrP1 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type City Ply RELIANT BUILDING PRODUCTS Job # 4372—EI T24 ROOF TRUSS 1 ll J 12304 Job Reference tional 6.500 s Mar 6 2007 Mrrek Industries. Inc. Thu Aug 23 15:01:41 200a�[e 1 ®MPONENTS, APOPKA. FL il riZ79 4-8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 1 29-6-6 o4-a-j 4-8-13 4-8-13 4-8-13 5-0-5 4-8-13 4-5-5 4-5-5 4-5-5 2-0-0 6nla•1:6].1 TRUSS LOADED FOR A/C UNIT 6x9 = _ _ OYd= ]x6= iz16 = 2.6z4 II 2.5r4 II Ovd = 4.8 Aod Yd 10 11 5.12 = )v5= Ix6= axa= -- 0-0-0 D-0-O 12-1-11 B_2_9 18-0-12 20-0-12 26-4-8 32-B-4 39-3-8 6_2-9 5-11-1 5-11-1 2-0-0 6-3-12 6-3-12 6-7-4 Plate Offsets X Y : 4:0-5.0 0-4-8 14:0-0-8 0-3-0] - DEFL in (loc) Udell Ltd PLATES GRIP CSI LOADING(psf) SPACING 1-4-0 TC 0.23 Vert(LL) 0.27 15 >999 360 MT20 244/190 TCLL 20.0 Plates Increase 1.25 BC 0.71 Vert(TL) -0.79 1415 >585 240 TCDL 10.0 Lumber Increase 1. WB 0.39 Horz(TL) 0.17 12 n/a r/a BCLL 0.0 Rep Stress Incr NOO Weight: 4541b BCDL 10.0 Code FBC2004ITP12002 (Matrix) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, .except end verticals. TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYPNo.2 WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 20=1271/0-3-8, 12=1582/0-3-8 Max UpIWO@ 196(LC4) FOR (lb) - Maximum Compression/Maximum Tension TOP CHORD 20-21=128/64; 1-21=118/63, 1-2=80/8, 2-23=2848/351, 3-23=2848/351, 3 4= 4899/386, 45 6315/0, 5 6=631510, 6-7=6315/0, 7-8 6289/0, 8 9=6289/0, 9 24-3841/0, 10-24=3841/0, 10-11=102M, 12-22=-144/57, 11-22=131/59 BOT CHORD 19-20=337/2220, 18-19=448/4010, 17-18=-448/4010, 16-17=378/5300, 1516=0/6315, 1415 01663/, 13-14=0/5468, 12-13=0/2982 WEBS 2-20=2408/371, 2-19=-25/1155, 3-19=1470/123, 3-17=0/1124, 4-17=738/0, 4-16=0/1151, 5 t6�t29/0, 6-15 0/340, 7-15=800/0, 7-14 602/68, 9-14�/1015, 9-13=2010/0, 10 13�/1514, 10-12=3200/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 -1, row at 0-9-0 oc. �yinOrnpii+ Webs connected.as follows: 2 X 4 -1 row at 0-9-0 oc: 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been 46 L7, � y� provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • • •. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=1.2psf; BCDL=6.Opsf; Category II; Exp 8; enclosed; MWFRS gable end zone and or WFIR or(2) zone; cantilever �. y><GtirV t ¢ $.. left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed far C-C for members and forces, and for MWFRS for reactions specified. •' ��Y 5) Provide adequate drainage to prevent water ponding. « * N0 34245 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. : a 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. nV:OA " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 20. 9) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 400 Ib down at 24-9-9, and 400 Ib down at 29-6-6 on topchord.The design/selection of such connection devices) is the responsibility of others.A>r11) Warning: Addis onal permanent and stability bracing for truss system (not part of this component design) is always required. o►srot µtie' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Sarnal A. Gfeanbefg, PE, Uniform Loads (plf) Vert:.1-11=-40, 12-20=13 DANSCQ G'19 MOring, LLC Concentrated Loads (lb) PO, gox 340D Vert: 7=-400(F) 9=-400(F) Apollo, amOh, FL 33a72 2) UBC: Lumber Increase=1.25, Plate Increase=1.254a CA W Uniform Loads (plf) Vert: 1-11=13, 12-20=27 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 3 C C Wind: Lumber Increase=1.60, Plate Increase=1.60 Date: 8123107 r arnmg.— en design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation r component is responsibility of building designer — not truss designer or tress engineer Bracing shown is for lateral support of individual web members only. Additional temporary bracing rending garding stability during construction is the responsibility of he erector. Additionalpermanent bracing of fabrication, 1 National Design Stanldnrd for Metal struct= is lPlate ulity �f'ood TrusmConstruction and BCSesigner, For IaI-03tGuidotto Good Pra cation, quality control, storage, dative !„ Practice for Handling, Installing &Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11=32, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31. 12-20=8 Concentrated Loads (lb) Vert: 7=4100(17) 9=-400(F) 5) MWFRS Wind Right: Lumberincrease=1.60, Plate Increase 1.60 Uniform Loads (plf) Vert: 1-11=31. 12-20=-8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1_60 Uniform Loads (plf) Vert: 1-23=31,11-23=20, 12-20=-8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=20, 11-24=31, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=15, 11-23=10. 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=400(F) 9) MWFRS 4th Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) - Vert: 1-24=10, 11-24=15, 12-20=8 Concentrated Loads (lb) Vert:7=-400(F) 9=400(F) %245 '26 f s ANE (P Sarnua! A. Ciraenterg, PE DANSCO EN noaring. LLC P.O, pox 3401) f`L 33572 Apollo Beach, CA M48i Date:, 8123107 Warning! —Verify design parameters and read notes before use. ration Of This design is based onlyoff building fdesigner not issfor an erdortdhuss engineer. Bracingual building hoto wn isfor eateral support of individual web members only. AP parameters temporary bracinoper g to ensure component is responsibility Iw(bothe m. Iaruce regarding ,tnerector, apermanent stability during cons1a Plate ConnectedWood Truss Constructionand BCSl03Gde to Good fabrication, quality ontrol15torage, delivery, and bracing, consult ANSI/TPI ei Practice for Handling, Installing & Bracing ofMetal Plate Connected Wood Trusses from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. Jab Truss Type Oty Ply RELIANT BUILDING PRODUCTS DE Job # 4372EI12�iW ;Truss ROOF TRUSS 1 .2 Job Reference (optional) .... o o��-,rr.„15•nre, 9nnz pro 1 r�O,�rvirurv¢ry ia, rlrvrrv+, ram. _.--- - - •• •• - 4-8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 29-6-6 34-3-3 39-3-8 4-8-13 4-5-5 4-5-5 4-5-5 2-M 4-8-13 4-8-13 4-8-13 5-0-5 6nla" 1:63.1 TRUSS LOADED FOR A/C UNIT Sx0 = Sv6 = ]v6= 1 4v4= 3 23 <v1= 3 ]v10= 4 ±.Svd II 5 3.5Y4 II 6 Ax/= 7 4v6= a 4r4= 6 34 4v1= 10 7vfi= 11 5x13 = 3.5 = 3.6 = 3.5 = 3x5 = 3x5 = 5xe = 0-0-0 - 0-D-0 6-2-9 12-1-11 18-0-12 20-0-12 2614-8 32-8-4 1 39-3-8 6-2-9 5-11-1 5-11-1 2-M 6-3-12 6-3-12 6-7-4 LOADING(psf) SPACING 1-" CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.26 15 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.78 14-15 >597 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.17 12 nla Na BCDL 10.0 Code FBC2004/TPI2002 (Matra) Weight: 4551b LUMBER BRACING TOP CHORD 2 X 6 SYP No:2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals: BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 20=1271/0-3-8, 12=1582/0-3-8 Max Uplift20=196(1-C 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 20-21 =1 27/63, 1-21=117/63, 1-2=79/8, 2-23=2817/347, 3-23=2817/347, 3-4=-4845/382, 4-5=6245/0, 5-6=6245/0, 6-7=6245/0, 7-8=6220/0, 8-9=6220/0, 9-24=3800/0, 10-24=3800/0, 10-11=100/0, 12-22=-142/57, 11-22=130/59 BOT CHORD 19.20=334/2197, 18-19=44313966, 17-18=-443r3966, 16-17=374/5241, 15-16=0/6245, 14-15=0/6558, 13-14=0/5408, 12-13=0/2950 WEBS 2-20=2389/368, 2-19=25/1152, 3-19=1459/122, 3-17=011116, 4-17=736/0, 4-16=0/1141, 5-16=429/0, 6-15=01341, 7-15-79310, 7-14=-600/68, 9-14=0/1008, 9-13=1995/0, 10-13=0/1509, 10-12=3174/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been a/fin ` '� 14"I wi provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. C-C Exterior(2) cantilever le''N *t�{ir �. •' ti nil• • ��'j4y S •, 4) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Dpsf; Category 11; Ecp B; enclosed; MWFRS gable end zone and zone; for C-C for and forces, and for MWFRS for reactions specified. 11G ; • •-� 9G� left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed members 5 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. for 10.0 bottom chord live load nonconcurrent with any live loads. GO I w �O�4FJ • t a 7) This truss has been designed a psf -other 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 20. OF pUP 9) Load easels) 1, 2, 3, 4, 5, 6, 78, 9 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. A {4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down at 24-9-9, and 400lb down at 29-6-6 on top chord.. The designtselection of such connection device(s) is the responsibility of others. + 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. p � LOAD CASE(S) Standard +a'•°°'t 00 1) Regular: Lumber Increase=1 . 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-00, 12-20=13 Sarno' A. Greant erg, PE, Concentrated Loads (Ib) DANSCO Eng noar)ng, LLC Vert: 7=-000(F) 9=-000(F) PC, Box 340D 2) UBC Lumber Increase=1.25, Plate Increase--1.25 Apollo SWOj+, FL BMn Uniform Loads (plf) CA 2M4E Vert: 1-11=13, 12-20=27 Concentrated Loads (lb) Vert: 7=-400(F) 9=400(F) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Date: 8123107 ar MTn e n design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding bracing, consult ANSI/fPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good fabrication, quality control, storage, delivery; erection and Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11=32, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=400(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-100(F) 5) MWFRS Wind Right: Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31, 12-20=8 Concentrated Loads (lb). Vert: 7=-400(F) 9=-400(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=31, 11-23=20, 12-20=8 Concentrated Loads (lb) Vert: 7=-400(F) 9=-400(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1..60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=20, 11-24=31, 12-20=8 Concentrated Loads (Ib) Vert: 7=-400(F) 9=-400(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=15, 11-23=10, 12-20=8 Concentrated Loads (lb) Vert: 7=-100(F) 9=-400(F) 9) MWFRS 4th Wind Parallel: Lumber increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=10, 11-24=15, 12-20=8 Concentrated Loads (lb) Vert'. 7=400(F) 9=-400(F) ����• �.71T��1�JYI 0��� •tG�ivS�••�t��d * N()o 34246 : t pp� sTAIE Q* �flc Sarno! A- OfWtWg, PE, DANSCa Eng neering, lLC P.O. Sox 940D (O a oI , FL 21M-n Date: 8123107 IVarnin$!—Verify design parameters and read notesbefore use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation o component i i responsibility of building designer — not truss desip er or truss engineer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure structure is stability drturing construction n�cti nsis tbtomge, delivery,tlerectoion and bracing contsultaAN51/IPinl National Desig t bracing of the oStnadard for Metal Plate�Cont etc[ed ,Wood Trulity of the ssnConsstruction and BCSIaI-03t Guide toGood fabrication, quality &,Bracing ojMetn! Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Practicefor Handling, Installing Job # 4372-El 12304 IT26 IROOF TRUSS LIM 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 29-6 6 34-3-311 3 4.8-13 4$ 4-8-13 4-8-13 4-8-13 5-0-5-13 4-5-5 4-5-5 4.5.5 2-0-0 6uly = 157.1 M = 2.5r4 II 25.4 II U = a 23 0-0-0 B-2-9 12-1-11 18-0-12 20-0-12 26 4 8 32-8-4 39-3-8 6-2_9 5-11-1 5-11-1 2-0-0 6-3-12 6-3-12 6-7 4 LOADING(psf) SPACING 1-4-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 CS! DEFL in (loc) I/den Lld PLATES GRIP TC 0.29 Vert(LL) 0.53 14 >883 360 MT20 244/190 BC 0.39 Vert(TL) -0.94 13-14 >493 240 WB 0.95 Horz(TL) 0.18 11. n/a Na Weight: 198Ito (Matrix) 0 0-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. REACTIONS (lb/size) 19=102610-3-8, 11=1026/0-3-8 Max Uplift19- 440(LC 4). 11=-440(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 19-20=100/69, 1-20=93/67, 1-2=61/18, 2-22=21171927, 3 22=21171927, 311 3478=-98[ 45=4094/1827, 5 & 4094!1827, 6-7 4094/1827, 7-8=3607/1591, 8-23=2229/975, 9-23=-2229/975, 9-10=67/20, 11-21=106/74, 10-21=-98f72 BOT CHORD 18-19=764/1679, 17-18=1318/2909, 16-17=1318/2909, 15-16=167513715, 14-15=1827/4094, 13-14=1727/3829, 12-13=1380/3041, 11-12=809/1776 81066?161415=1751436, 515=147/107, 6-14=107/95, 7-14=113/300, WEB 02i33 7-13=-408!2528132674812-102559-12-304/83391—,92%887 NOTES B; enclosed; _ I left 1) This truss has been checked for uniform roof live load only, except as noted.e; can 2) Wind: exposed ; Lumber DOL=1 60 plate grip DOLD---1 60. This truss is dlesigned for C-C or membRers and forces, andand forr mWFRS or reactions spedfeed. 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren[ with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 19 and 440 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 41 -. •� 9 * ; NO.34245 p� �e �ra'9E OFnffi� Sarnu®° A. 131`64'lterg, PE, DANBCQ Eng reering.'lLC P,O, Box 340D Apollo oh, FL 3M12 CA te: 8123107 IVarning!—Verify design parameters and read notes before use. o be installed and loaded vertically. Applicability design of desi parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component t per or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure component is responsibility of building designer -not truss desi fabrication, onu quality control,3sis the torage, delivery,terecty �onnandrbracing consult aANSI/CPI permanent l National Des gn Standard for Metae overall structure is l Plate Connected Wood Truss Construction and BCrS1 1-03r Gu de osGood Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. MM 18-0-12 20-0-12 24-9-9 29-6-6 0 -'-' - - - 4-8-13 9-2-2 13-7-7 5-0-5 4-8-13 4-5-5 4-5-5 4_5.5 2-0-0 4-8-13 4-8-13 4-8-13 6146. • tssv c.e — 2s.4 II 2.5.4 II 8-2-g 12-1-11 18-0-12 20-0-12 2613-8 32-8-4 39-3-8 6-2-9 5-11-1 5-11-1 2-0-0 6-3-12 6-3-12 6-7-4 . LOADING(psf) SPACING 14-0 CSI TCLL 20.0 Plates Increase 1.25 1.25 TC 0.29 BC 0.39 TCDL 10.0 Lumber Increase Rep Stress Incr YES J WB 0.94 BCLL BCDL 0.0 10.0 Code FBC2004RPI2002 (Ma1rix) LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=102610-3-8, 11=102610-3-8 Max uplln19=-440(LC 4), 11 =-440(LC 4) DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL 0,52 14 >901 360 KMO 2441190 Vert(nL -0.9213-14 >502 240 Horz(TL) 0,18 11 Na n/a Weight: 198lb a 0-0-0 BRACING or 3 3-0 oc puriins, except end verticals. TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 5" oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD ��2 �100/69, 1-20 92206/965 - 23=2206I965, 9-108 6 - 9, 1102 91 06 10-2�15 8071-5=�f051/1808, 5 6 4051/1808, 6-7 4051/180 , BOT CHORD 18-19=756/1661, 17-18=-1304/2878, 16-17=1304/2878, 15-16=1657/3676, 14-15=1808/4051, 13-14=-1709/3789, 12-13=1365/3009, 11-12=801/1757 -16-2801733, 4 16 -054/267, 4 15=1731432, 5 15=147I107, 6 14=107/95, 7-14=112/2 , WEBS 2-19=1831/844, 2-18=313/841, &48=1017/502, 3 7-13=-407/251, 8-13=-265f710, 8-12=1018/508, 9-12=303/830, 9-11=-1906/880 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. zone 2) Wind: exposed ; Lumber DOL=1.60 plate gprip DOLD--1 60. This truss is dlesigned for C-C for B; enclosed; membe s and aces, and for or MWFRS for reactions specified 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr wi with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of w thstanding 440 lb uplift et joint 19 and 440 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Sarnu®° A. GfWtstg, PE, DANSCC Eng reering,ll.0 P.O, Box.340D Apollo 8eaoh, FIL 3M72 CA M48 Date: 8123107 IVarning! Verify design parameters and read notes before use. Applicability of. design parameters and proper incorporation of This design is based only upon parameters sbown, and is for an in building component to be installed and loaded vertically. App ry ! component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing r ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding d bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Caunuction and BCSI 1-03 Guide to Good fabrication, quality control, storage, delivery, erection an Practice for Handling, installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onotiio Drive, Madison, WI 33719. Truss Type Qty Ply RELIANT E Job Truss 1 1 12304 T28 ROOF TRUSS Job Refere 6.500 s Mar 8 n pd6;9MPONENTS, APOPKA, FL. 4-8-13 9-2-2 13-7-7 4-8-1 18-0-12 20-0-12 9 29-6-6 11 4-5-5 2-0-0 4-B-13 4-8-13 4-8-13 4-5-5 4-5-5 4-8-13 Job # 4372-E1 . Inc. Thu Aug 23 1501:46 5.6 = Sv9= c.o 2.Sv/ II 2.514 It a 23 6 0—M 5-0-5 hula = 163.1 0-M 6-2-9 12-1-11 16-u-IL " " ' 6-7-4 6-3-12 6-3-12 6-2-9 5-11-1 5-11.1 2-00 Plate Offsets X,Y : 4-8 0-3-0 8:0-4-8 0-3-0 13:0-4-8 0-3-0 I!de8 Lid PLATES GRIP LOADING(psf) SPACING 1-4-0CSI DEFL in (loc) Vert(LL) 0.51 14 >919 360 MT20 244/190 TCLL 20.0 Plates increase 1.25 1.25 BC 0 38 Vert(n) -0.91 13-14 >512 240 nla TCDL 10.0 Climber increase YES WB 0 94 Haz(TL) 0.17 11 n/a Weight: 1991b BCLL 0-0 Rep Stress Inw Code FBC2004ffP12002 (Matrix) BCDL 10.0 BRACING ex tend verticals. Structural wood sheathing directly applied w 3-3-3 or. purlins, , .cep LUMBER TOP CHORD 2 X 4 SYP SS TOP CHORD BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 19=1026/0-3-8; 11=1026/0-3-8 Max Upliftl9=-440(LC 4), 11=-440(LC 4) FORCES (lb) - Maximum CompressiordMaximum Tension 4-5=-4009/1789, 5-6=4009/1789, 6-7=-0009/1789, TOP CHORD 19-20=99/69, 1-20=92/67, 1-2=-59/17, 2-22=2074/908, 3-22=2074/908, 3U=3406/1=-97 7-8=353211557, 8-23=2183/955, 9-23=2183/955, 9-10=65119, 11-21=105173, 10 21=-97171 BOT CHORD 18-19=749/1644, 17-18=129112848,,16-17=1291/2648, 15-16=164013638, 14-15=1789/4009, 13-14=169213749, 12-13=135112978, 11-12=79311739 WEBS 2-19=1817/838, 2-18=312/838, 3-18=1011/499, 3-16=278f728, 4-16=-4531266, 4-15=172/429, 515=147I107, 6 14=107I95, 7-14=111I296, 7-13=-406/250, 8-13=-263/705, 8-12=1011/504, 9-12=302/828, 9-11=-1891/874 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever I eft and right exposed Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 19 and 440 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this'component design) is always required. LOAD CASE(S) Standard p �'• A GR�"' N6, 34245 s aVE OF �tlt u Same! A-13roanberg, PE, DANSCO E19 "'Q909, LLC P.O,-Box 340D Apollo Eeaoh, FI- 33572 CA &"48 Date: 8123107 Warning!—Veriion of fy design Parameters and read notes before use to This design is based only upon of building in etes shognerwn not isfor desrgnerdordWss enual gineer.theoBracingtsho n isforsupport of individual idualpweb met members only. Adlity of design ditional t eters mporary bracinproper g otensure component is responsibility g stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For BCSIgeneral guidance regarding fabrication,. quality control, stow a Brae g erection and Plate Connecconsult ted Wood Trusses from Truss alaDesigntStandar for Mriol Plate Connected WWood Truss Construction and SCSI I-03 Guide to Good Practice for F/niidling, g Job Truss Truss Type Oty Ply DUCTS RELIANT BUILDING PRODS tF 437L—EI 1231 T29 ROOF TRUSS 1 1 .IOb Job Reference tional R srin � nn.r R 9nm nRTek Industries Inc. Thu Ann 23 15:01:47 2007, Rage 1 W_"MPONENTS, APOPKA. FL. 4-8-13 .9-2-2 1 13-7-7 18-0-12 20-0-12 24-9-9 1 29-6-6 34-3-3 39-3-8 4-8-13 4-5-5 4-5-5 4-5-5 2-M 4-8-13 4-8-13 4.8-13 5-0-5 6cur • 1:63t L8= Sx8 = Jx6 = Sr9 = ?.Sv< II 2.5v4 II Sve = 3v6 = 7 6 2] 8 18 21 0-D-0 0-0-0 6-2-9 12-1-11 18-0-12 20-0-12 26-4-8 32-8 4 1 39-3-8 6-2-9 5-11-1 5-11-1 2-0-0 6-3-12 6-3-12 6-74 LOADING(psf) SPACING 1-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.49 14 >941 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.89 13-14 >524 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.17 11 We We BCDL 10.0 Code FBC2004/TP12002 (Matrix) Weight: 1991b LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=102610-3-8, 11=1026/0-3-8 Max Uplift19=-440(LC 4), 11=-M0(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 19-20=99/68, 1-20=92/67, 1-2=57/17, 2-22=-2048/897, 3-22=2048/897, 3-4=3364/1486, 4-5=3960/1767, 5-6=3960/1767, 6-7=-3960/1767, 7-8=3488/1538, 8-23=-2156/943, 9-23=2156/943, 9-10=63119, 11-21=105/73, 10-21=-97/71 BOT CHORD 18-19=739/1624, 17-18=1275/2813, 16-17=1275(2813, 15-16=1620/3593, 14-15=1767/3960, 13-14=-1671/3703, 12-13=1334/2941, 11-12=783/1718 WEBS 2-19=1801/830, 2-18=311/836, 3-18=1003/495, 3-16=2771723, 4-16=-452/265, 4-15=170/425, 5-15=147/107, 6-14=107/95, 7-14=110/293, 7-13=404/249, 8-13=-2611700, 8-12=1003/5DO, 9-12=301/825, 9-11=18731866 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440lb uplift at joint 19 and 440 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard • GAS dy 79�� c'�sF y�F9e v] NO.34245 t .t r .7.VE QF Flu! Sarnura' A. Greenberg, PE. DANSCQ Erlg mering, tLC P.O. Box WD Apollo Beach, 111:1- MaM CA W48 Date: 8123107 Ivarning!—Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer or truss engineer.Bracing shown is for lateral support of individual webmembers.only.. Additional temporary bracing to ensure stability during construction is the responsibility of the erector: Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI I National Design Standard for Metal Plate Connecter! Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 5.6 = S.I. • 1:10.. 5 FIM 4-1-0 )-0 te Offsets 0.0.Pla00.0 2:0-0 o- n (loc) UdeFl Lid PLATES GRIP LOADING( SPACING 1� 0 CSI TC 0.11 DEFL Verl(LL) -0.01 3A >999 360 240 MT20 244/190 TCLL 20.0BC 10.0Lumber lates Increase 125 Increase 1.25 0.09TCDL WI3 0.00 �(�) -0.02 Horz(TL) -0.00 3� >999 3 Na NaBCLL Weight: 231b 0.0Rep BCDL 10 0 Stress Incr YES CodeFBC2004ITPI2002 (Matra) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 4-1-0 0c Purl'uts, except end verticals. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W2 2 X 4 SYP No.2 REACTIONS (lb/size) 4--W/0-3-8, 3=101/Mechanical Max Uplift4=-35(LC 4), 3=-43(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=-05/85, 1-5=65/85, 1-2=Q/0, 2-3=70/92 BOT CHORD 3-4=14/11 WEBS 1-3-12/16 NOTES Ief 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B: enclosed; MWFRS interior zone and CC Exle6or(2) zone; cantilever and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions spedfied. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connectlon (by others) of truss to bearing plate capable of withstanding 35lb uplift t at joint 4 and 431b uplift at joint . 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard •- p. GA��y�,p y�p�v�. �fi9d 34245 ; 4'.fM� •� Sarnui A- GfOOnt�019, PE, DANSCO Fn9 reering, UL P.O, Box 3401 Apollo Beach, FL 33572 Coil M48 Date: 8123107 Warning! —Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded venially. Applicability of design parameters and proper lacing to o component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for latent support a individual web members only. Additional temporary bracing regarding ensure stability during construction is the responsibility ecton andrbracing consultaAN51/CPlnl Nntio al Dcing of esig overall structure jo -Metal Plate�Connectednsibility oWood Trusf the ds Construction and BCSI I-03er. For general t'Guide to Good fabrication, quality control, storage; delivery, Practice for Handling, installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719. i �Jo Truss -Truss Type �IyPly RELIANT BUILDING PRODUCTS DE Job # 4372-11 04 T30 ROOF TRUSS 1 Job Reference(optional) c ern .. ••.,, o �nn� 66:ie� I..a„e,nne tn.. TF„ A„n �4 1F•n1 •Aa 9nll Aann 1 Fd_&®MPONENTS, APOPKA, hL. N 4-8.13 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 29-" 34-3-3 39-3-8 4-B-13 4-5-5 4-5-5 4-5-5 2-0-0 4-8-13 4-8-13 4-8-13 5-0-5 Sol.. 1:63.1 5.9 = L5v4 II 1.5r4 11 6 S.S = 6 33 3 4 5 16 16 13 16 15 14 13 it 11 RM 9M 0-0-0 0-M 6-2-9 12-1-11 18-0-12 20-0-12 26-4-8 32.8-4 1 39-3-8 6-2-9 5-11-1 5-11-1 2-M 6-3-12 6-3-12 6-7-4 Plate Offsets MY): : 4:0-4-8 0-3-0 8:0-4-8 0-3-013:0-4-8 0-3-0 LOADING(psf) SPACING 1-4-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.48 14 >959 360 LMO 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.87 1314 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.17 11 rda n/a Weight: 2001b BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=1026/0-3-8, 11=1026/0-3.8 Max Upliftl9=-440(LC 4). 11=-040(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 19-20=98/68, 1-20=92/67, 1-2=56/17, 2-22=2028/888, 3-22=2028/888, 3.4=3330/1470, 4-5=3920/1749, 5-6=3920/1749, 6-7=-3920/1749, 7-8=3453/1523, 8-23=2135/933, 9-23=2135/933, 9-10=62118, 11-21 =1 04f73, 10-21=-97/71 BOT CHORD 18-19=732/1608, 17-18=-1262/2785, 16-17=1262/2785, 15-16=-1604/3557, 14-15=1749/3920, 13-14=-1654/3666, 12-13=1321/2911, 11-12=775/1701 WEBS 2-19=1787/824, 2-18=310/834, 3-18=997/492, 3-16=275/719, 4-16=-450/264, 4-15=169/422, 5-15=147/107, 6-14=-107/95, 7-14=109/291, 7-13=.4031249, 8-13=-259/696, 8-12=997/497, 9-12=300/823, 9-11=1859/859 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and G-C Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. ��Ontl 3) Provide adequate drainage to prevent water pending. ��� ptlif 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ��,• p. • ti�y� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j ti�G `S F •,• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 19 and 440 lb uplift at joint 11.; • -:' 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 45 LOAD CASE() S Standard 9t4c�4Z S�9 ii sTa'8EIF nA Sarnu®: A. errean*erg, PE, DANBCC Erg mating, U.0 P.O, Box 340 Ap01ks Beach, FL 3M72 CA 2048 Date: 8123107 Warning! Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/PPI 1 Mational Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, /estnUing & Bracing ofhfetal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - Job . Truss Truss Type Oty Ply RELIANT BUILDING PRODUCTS it 43 / 2-EI 12304 T31 ROOF TRUSS 1 1 Job Reference tional l/ 6.500 s Mar 8 2007 Mifek Industries, Inc. Thu Aug 23 15:01:60 200a_d,We 1 &®MPONENTS, APOPKA, FL. EM 4-8-13 9-2-2 13-7.7 18-0-12 20-0-12 24-9-9 1 29-6-6 3a-3-s ay q-5-5 2-" 4-8-13 4-8-13 4-8-13 5-0-5 4-8-13 4-5-5 4-5-5 bale • 1:82.1 Sx6 = 2.5v4 II 15,4 II e_ 2 , 5 6 2 22 6 16 Svi 2 — 5.2 = 5v9 = U. = 17 15 15 14 2v6 = W 0-0-0 0-0-0 12-1-11 18-0-12 20-0-12 26-4-8 32.8-4 39-3-8 6_2_9 5-11-1 2-0-0 6-3-12 6-3-12 6-74 6-2-9 5-11-1 Plate Offsets X Y : J470-4-8 0-3-0 8:0-4-8 0-3-0 130-4-8 0-3-0 - - LOADING(psf) SPACING 1-4-0 CSI DEFL Vert(LL) in floc) I/den L/d 0.48 14 >978 360 PLATES MT20 GRIP 244/190 TOLL 20.0 Plates Increase 1.25 TC 0.28 BC 0.37 Vert(TL) -0.85 13-14 >544 240 TCDL 10.0 Lumber Increase 1.25 Rep Stress Incr YES WB 0.93 Horz(TL) 0.17 11 Na Na Weight: 200lb BCLL 0.0 BCDL 10.0 Code FBC2004rfP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc puriins, except end veNrals. TOP CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=1026/0-3-8. 11=1026/0-3-8 Max Uphftl9=440(LC 4). 11= 740(LC 4) FORCES (lb) - Maximum CompressiontMaximum Tension TOP CHORD 1 -2 7-8��98 68807, 8-239121131924, 9-23=211y9200 18 0=61211g 200�879,0 2 10-2114-97/715— �/1732, 5 6=3880/1732, 6-7=-3880/1732, BOT CHORD 18-19=725/1592, 17-18=124912757, 16-17=1249/2757, 15-16=158713521, 14-15=1732/3880, 13-14=-1637/362, 12-13=1307/2882, 11-12=767/1684 WEBS 9177 8, 2258/691 -18 28-128-9991/489,93-12=299/82159-116= 849 864 4-15=168/419, 515=147/1=-1 07, 6-1407/95, 7-14=10 28 , 7-1=248 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified.4� Ni�r 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. .D4, 61V S 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. L G��� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440lb uplift at joint 19 and 440 lb uplift at joint 11. . 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. « + No.'34245 , LOAD CASE(S) Standard ya ff x � �d S,TA E OF OtP, Sarnua' A. Greanberg, PE, DANSCO Eng nsering, lLC P.O, Box W Apollo Beach, 5L 33572 CA M48 Date: 8123107 iVarning!—Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation o component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bruss g Condesstructgner.ion For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onoliio Drive, Madison, WI 53719. _r �L� Truss Truss Type Cry Ply RELIANT BUILDING PRODUCTS Job # 43 /2-El T32 ROOF TRUSS 1 1 Job Reference lion al 6.500 s Mar 8 — MIT, Industries, Inc. Thu Aug 23 15:01:51 200b_oVe 1 &FL. 4-8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 29.6-0 34-3-3 3y-3-d 4-8-13 4-5-5 4-5-5 4-5-5 2-M 4-8-13 4-8-13 4-8-13 5-0-5 8x•Iv • 1:61.1 Sxe = 5v6 = Sv6 = 3.Sv411 r.5Y.1 II — 6 7] 6 22 3 v 12 1 n 16 17 16 15 14 Sv9 0 5.12 = 0-0-0 0-" 6-2-9 12-1-11 18-0-12 20-0-12 264-8 32-8 4 39-3-8 6-2-9 5-11-1 5-11-1 2-" 6 3-12 6-3-12 6-7 4 Plate Offsets X Y : 4:0-4-8 0-3-0 B:0-4-6 0-3-0 13:0-4-6 0-3-0 LOADING(psf) SPACING 14-0 CS! TC 0. DEFL in (loc) Well Lid Vert LL 0.46 14 >999 360 ( ) PLATES GRIP &MO 244/190 TCDL 20.0 TCDL 10.0 Plates increase 1.25 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.83 13-14 >556 240 Horz(TL) 0.17 11 Na Na BCLL 0.0 Rep Stress Ina YES WB 0.93 (Maw) Weight: 201 lb BCDL 10.0 Code FBC2004/TP12002 LBRACING UMBER TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc puriins, except end verticals. TOP CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. BOP CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=102610-3-8. 11=1026/0-3-8 Max Upllftl9=-440(LC 4). 11=-040(LC 4) FORCES (lb) - Maximum Crxnpression/Maximum Tension 1-20=91/66, 1-2=54/16, 2-22=-1984/869, 3-22=1984/869, 3-4=3257/1438, 4-5=3834/1711, 5-6=3834/1711, 6-7=-383411711. TOP CHORD 19-20=98/68, 8-23=2088/913, 9-23=-20881913, 9-10=60/17, 11-21=104I72, 10-21=-96f71 7-8.3377/1489, 17-18=-1234/2724, 16-17=-1234/2724, 15-16=1569/3479, 14-15=1711/3834, 13 14=-161813585, 12-13=1292/2847, BOT CHORD 18-19=-716I1573, 11-12=758/1664 WEBS 2-19=1760/811, 2-18=309/829, 3-18=9851486, 3-16=271/710, 4-16=-4481263, 4-15=166/415, 515=147/107, 6-14-107/95, 7-14=107/286, 7-13=-4011247, 8-13=-256/686, 8-12=984/491, 9-12=2981818, 9-11=1829/845 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left 2) Wind: ASCE and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRSior reactions specified. UCPn 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. inspection. �, • 4 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance > C 1i,fi �L 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. of withstanding 440 lb uplift at joint 19 and 440 lb uplift at joint 11. _.� 7) Provide mechanical connection (by others) of truss to bearing plate capable Additional and stability bracing for truss system (not part of this component design) is always required. z V! 8) Warning: permanent w i . NO: 3424a LOAD CASE(S) Standard pp i %TAVE OF Samun! A. Greoariberg, PE, DANBCQ Eng neering, ILC P0, Box WD Apollo BOBO1 FL 21MIn CA &"4a Date: 8123107 Warning! Verify design parameters and read notes before use. building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual on engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing ng to to ensure component is responsibility of building designer - not truss designer or truss Guide ermanent bracing of the overall structure is the responsibility of the building designer. For general 0nti regarding stability during construction is the responsibility of the erector. Additional pSI/I'PI 1 Nations! Design Standard for Metal Plate Connected Wood Truss Construction and BCSI I-03 GGuide to Good fabrication, quality control, storage, delivery, erection and bracing, consult AN Practice far Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job # 4372-El 123D4 IT33 IROOF TRUSS RM s Mar •8 2007 Mi rek Industries, Inc. 4-8-13 9-2-2 13-7-7 1 B-0-12 20-0-12 24 9 9 29-6-6 34-3-3 39-3.8 4-8-13 4-8-13 5-0-5 4-8-13 4-8-13 4-5-5 4-5-5 4-5-5 2-M sx.l. • ,:fi], 5.9 = 2.5r/ 11 2.5.4 II 0-0-0 .2_g 12-1-11 18-0-12 20-0-12 26-4-8 32-8-4 39-3-8 8 6.2-9 5-11-1 5-11-1 2-M 6-3-12 6-3-12 6-7-4 a 0-M Plate Offsets X Y : 4:0-4-8 0-3-0 8:0-4-ts U-.$-u Ud PLATES GRIP LOADING(Ps1) SPACING 1-4-0 CSI TC 0.27 DEFL in (loc) I/dell Vert(LL) 0.46 14 >999 360 MT20 2441190 TCLL 20.0 Plates Increase 1.25 BC 0.36 Verl(TL) • 0.82 13 14 >567 240 TCDL 10.0 Lumber Increase Rep Stress Irx;r YEESS WS 092 Horz(TL) 0.16 11 NEI n/a Weight: 201 lb BCLL 0.0 BCDL 10.0 Code FBC2004rrP12002 (Ma trx ) LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=102610-3-8. 11=1026/0-3-8 Max Upliftl9=440(LC 4). 11= 440(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension _ TOP CHORD 1 -2 3344/1475, 894, 0239120681904, 9 23=2068I904�9 10=5 �7 1964I16 10 2 310-21=296/70 3797/1694, 5 6=3797!1694, 6-7=-3797/16 BOT CHORD 18-19=709/1558, 17-18=1222/2697, 16-17=122212697, 15-16=1553/3445, 14-15=-1694/3797, 13-14=-1602/3550, 12-13=-127912819, 11-12=751/1647 _ WEBS 7-19 11747/86, 213 -2541682?8-12= 979/4839-126 298/816694-16=-447/ 62, 4-15=165l412, 515=147/107, 6-14-107/95, 7-14=106/284, NOTES 1) This truss has been checked for uniform roof live load only, except as noted. -02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left 2) Wind: ASCE 7 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRSfor reactions specified. to � u», • 3) Provide adequate drainage to prevent water ponding. �' A G 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This Wss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. L 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440lb uplift at joint 19 and 440 lb uplift al joint 11. $ 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. : NO, 342, r LOAD CASE(S) Standard U Same! A. G(aaflberg, PE, DAN$CO E'+g veering, LLC P.01 Box 3481) Apollo Ea&* FL 33Mn CA 2,"48 Date: 8123107 IVarning!—Verify design parameters and read notes before use ration Of This design ssrespod only upon f parametilding ers showgner n not isfor desigr5erdor trussividual bn1gineercoBracing shomponent to wn is folreateral support of dilvidualpwerb me members only. AddddimNonal teempoeters and rraryrbracingto ensure component f the stability yduring quality coconstruction storase, delarding dvery rerrecoonhaadrbrucin� consul ANSI/fPl 1 Na i nal Design Standard for Metal Plate�Connectedibility �Wood building Construction and BCSIuI 03 Guide oBGood fabrPractice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719. Ob Tnr55 Tru55 Type ='yp" RELIANT BUILDING PRODUCTS DE Job tT 4372-El 2304 T34 ROOF TRUSS Job Reference(optional) 1W�9MPONENTS, APOPKA, FL. 6.500 s Mar 821.101 MITek Industries, Inc. Thu Aug 23 15:01:54 200b.61Ve 1 I 4-8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 1 29.6-0 34-3-3 39-3-8 4-8-13 4-5-5 4-5-5 4-5-5 2-0-0 4-8-13 4-8-13 4-8-13 5-0-5 suu•,:62., 5.9 = 5.9 = 9v6= 5.9= 2.5.411 2.5.4 It 5.9= ].6= c c 7 6 20 9 10 5v12 = U. - 0-0-0 6-2-9 12-1-11 1 18-0-12 20-0-12 264-8 1 32.84 39-3-8 6-2-9 5-11-1 5-11-1 2-M 6-3-12 _ 6-3-12 6-74 0-M LOADING(psf) SPACING 140 CSI DEFL Vert(LL) in (loc) 0.45 14 Well >999 L/d 360 PLATES GRIP MT20 244/190 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TIC 0.27 BC 0.36 Vert(TL) -0.81 13-14 >577 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 11 nla n/a Weight: 202lb BCDL 10.0 Code FBC2004/TPI2002 (Matrix) BRACING LUMBER , except end verticals. TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 5-2-9 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=1026/0-3-8, 11=102610-3-8 Max Upliftl9=-440(LC 4), ll=-W(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 19-20=97/68, 1-20=91/66, 1-2=-53/15, 2-22=-19451852, 3-22=1945/852, 34=3194/1410, 4-5=3760/1678, 5-6=3760/1678, 6-7=-376011678, 7-8=3311/1460, 8-23=2048/896, 9-23=2048/896, 9-10=58117, 11-21=IION72, 10-21=-96/70 BOT CHORD 18-19=702/1543, 17-'18=1210/2671, 16-17=1210/2671, 15-16=1538/3411, 14-15=1678/3760, 13-14=-1586/3516, 12-13=1267/2792, 11-12=74411632 WEBS 2-19=1735/800, 2-18=307/826, 3.18=9731481, 3-16=269/702, 4-16=-446/262, 4-15=164/409, 5-15=147/107, 6-14=107/95, 7-14=106/282, 7-13=399/246, 8-13=253(678, 8-12=9721485, 9-12=297/814, 9-11=18031833 NOTES 1) This thus has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440lb uplift at joint 19 and 440 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 44 ' NO. 34246 �A STAV- OF0111i? Samum: A- Gfeanberg, PE, DANSCO Erg nooring, LLC P.O, Box 340D Apokt Beach, FL aMI,2 CA 2"48 Date: 8123107 Warning! —Verify design parameters and read notes before use. be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component to component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IFI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice jar Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Job e Truss Truss Type ������N�GPRODIJCTSPRODS JOb # 43 %2-El 12304T35 ROOF TRUSS nal.sMk Industries, Inc. Thu Aug 23 15:01:55 2006_64e 1 ®MPONENTS, APOP-. FL. 9-2-2 13-7-7 18-0-12 20-0-12 24-9-9 29-6-6 sa"' ' " 4-8-13 4-8-13 5-0-5 4-8-13 4-5-5 4-5-5 4-5-5 2-M 4 8-13 4 8-13 Stele • 1:63.1 Svtx = 3.e = n-" 5.2 = 25.4 11 2.5v4 11 N 18-0-12 20-0-12 264-8 32-84 39-3-8 6-P-9 12-1-11 6-74 6-2-9 5-11-1 5-11-1 2-M 6-3-12 6-3-12 LOADING(pst) SPACING 14-0 CSI TCLL 20.0 Pates Increase 1.25 TC 0.27 TCDL 10.0 Lumber Increase 1.25 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.92 BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (Ib/size) 19=102610-3-8. 11=1026/0-3-8 Max Up11ft19=440(1-C 4), l l=-440(LC 4) DEFL in (loc) I/deg Ud PLATES GRIP Vert(LL) 0.44 14 >999 360 MT20 244/190 Vert(TL) -0.79 13-14 >589 240 Horz(TL) 0.16 11 Na n/a Weight: 202lb a 0-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 19-20=97/67, 1-20=90/66, 1-2=-52/15, 2-22=-1923/842, 3 22=1923/842, 313=3157/1394, 45=3716/1658, 5 6=3716/1658, 6-7=-3716/1658, 7-8=-3273/1443, 8-23=2024/885, 9-23=2024/885, 9-10=57/16, 11-21=102UZ 10-21=-96170 BOT CHORD 18-19=694/1525, 17-18=1196/2640. 16-17=1196/2640, 15-16=-1520/3372, 14-15=1658/3716, 13-14=-1568/3475, 12-13=-125212760, 11.12=73511613 WEBS 719=1172249548z138-26 674383-18 965/48�9 -16 226/872?9-116=-445/826 415=163t406, 5-15=147/107, 6-14 107195, 7-14=10 27 , NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; hi TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left `��„o and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified.' NI!! 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Ly F��9d 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e ors 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440lb uplift at joint 19 and 4401b uplift at joint 11. 8) Warning: Additional permanent t part of this component design and stability bracing for truss system (no ) is always required. GO « ri0.24=J �J.. ..elf LOAD CASE(S) Standard " Sarnus! A. Greenberg, PE. DANS00 Eng r6aoring, L LC P0, Box WD 1 O Be oh, FL MMI'2 CA Date: 8123107 IVarning!—Verify design parameters and read notes before use This design is based only upon paraneters shown, and is for an individual building component to be installed and loaded vertically. Applicability r design parameters and proper incorporating of re component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing r ensure stability during construction is the responsibility of the erector. Additional pennanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Meta! Plate Connected Wood Tiuss Construction and BCSI 1-03 Guide to Good Practice for Handling, installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719. nb Truss Truss Type city ]Ply�RELIANTBUILDING PRODUCTS DE Job # 4372E1r304 T36 ROOF TRUSS 1 nce 'mat J.&OMPONENTS, APOPKA, FL. 6.500 s Mar 6 2007,m— Industries. Inc. Thu Aug 23 15:01:56 200b,8_Ve 4-8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-7-1 29-1-6 33-7-11 38-5-8 • 4-8-13 4-5-5 4-5-5 4-5-5 2-0-0 4-6-5 4-6-5 4-6-5 4-9-13 s..i. • 1 s1.e 5.9 = SVB= ]Yfi = ]zB = 2.5v1 II ?.SvY II fre 7 ] ?] B 10 ? 13 12 11 [am -0-0 0-M 6.2-9 12-1-11 18-0-12 20-0-12 26-1-3 32-1.9 38-5-8 6-2-9 5-11-1 5-11-1 2-0-0 6-0-7 6-0-7 6-3-15 Plate Offsets X Y : 4:0-4-8 0-3-0 8:0-4-80-3-013:0-4-8;0-3-0 LOADING(psf) SPACING 1-" CSI DEFL Veri(LL) in (loc) I/dell Lid 0.43 14 >999 360 PLATES MT20 GRIP 244/190 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.26 BC 0.63 Vert(TL) -0.78 13-14 >586 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.17 11 Na Na Weight: 1991b BCDL 10.0 Code FBC2004ITP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins, except end verticals. TOP CHORD 2 X 4 SYP No.2 RD 2 X 4 SYP N 2 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. BOT CHO 0. WEBS 2 X 4 SYP No.3 *Except* W2 2 X 4 SYP No.2, W2 2 X 4 SYP N0.2 REACTIONS (lb/size) 19=100410-3-8, 11=1004/0-3-8 Max Uplift19=-431(LC 4), ll=-431(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 19-20=96/68, 1-20=90/66, 1-2=51115, 2-22=-1856/813, 3-22=1856/813. 34=3032/1338, 4-5=352611573, 5-6=3526/1573, 6-7=-3526/1573, 7-8=306411352, 8-23=1884/825, 9-23=1884/825, 9-10=52/15, 11-21=98/69, 10.21=92268 BOT CHORD 18-19=-671/1474, 17-18=1153/2542, 16-17=1153/2542, 15-16=1457/3232, 14-15=157313526, 13-14=1471/3260, 12-13=116812575, 11.12=-68311499 WEBS 2-19=1667/769, 2-18=2951796, 3-18=9291460, 3-16=252/663, 4-16=-317/248, 4-15=137/348, 5-15=131/101, 6-14=119/98, 7-14=1211312, 7-13=-403t244, 8-13=247/657, 8-12=928/461, 9-12=292l793, 9-11=1686/778 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed; MWFRS interior zone and GC Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 19 and 431 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard + : No. 34245 t T,'GEGFna Samua: A. Greanterg, PE, DAN$C0 Eng Naring, LLC P.O, Box WD AP000 Beech, r-L 3M-t2 Coil M48 Date: 8123107 Warning! —Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of tine overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP1 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice jar Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L. Thus Type Qty Ply�65 ELIANT BUILDING PRODUCTS Job - Truss DE Job,# 4372-EI ROOF TRUSS 12304 T37 1 b Reference tional s Mar 8 2007 MTek Industries, Inc. Thu Aug 23 15:01:57 200a_649e 1 qf_"MPONENTS, APOPKA, FL. 38-5-8 4-8.13 9-2-2 13-7-7 18-0-12 20-0-12 2 -6-5 2 -6-5 33-7-11 4-9-13 4-6-5 4-6-5 4-0-5 4-9-13 4-8-13 4-5-5 4-5-5 4-5-5 2-M sx.1.-161.6 5.9 = 2.5.4 11 2.5v4 11 !x6 = 1 2 ) 4 5 6 ,2 1 15 14 1) 5.12 = 1p tt 16 SxB = 5.9 = Sv9 = ]vb = p 10 21 M Sx12 = axe = 0-M 0-0-0 12-1-11 18-0-12 20-0-12 26-1-3 32-1-9 38-5-8 6.2-9 6-0-7 5-11-1 2-M 6-0-7 6-3-15 6-2-9 5-11-1 Plate Offsets X Y : 4:0-4-6 0-3-0 8:0-4-8 0-3-013:0-4-80-3-0 in (loc) Well Ud PLATES GRIP LOADING(psf) SPACING 14-0 1.25 CSI TC:0.26 DEFL Vert(LL) 0.43 14 >999 360 MT20 244/190 TCLL 20.0 TCDL 10.0 Plates Increase Lumber Increase 1.25 BC Vert(TL) -0.76 13 14 >597 240 Horz(TL) 0.17 11 Na Na BCLL 0.0 Rep Stress Incr YES Code FBC2004ITP12002 yyB (Ma Weight: 2001b BCDL 10.0 BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purliru, except end verticals. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=1004/0-3-8, 11=1004/0-3-8 Max Upliftl9=431(LC 4), 11=-431(LC 4) FORCES (lb) - Maximum CompressiONMaximum Tension 5=3493/1559, 5 6=3493/1559, 6-7=-3493155 , 3- 14,1832/80 1 0- 891867/817, TOP CHORD 1 -2 3035167, 9-/23= 1867/817,9/8105, 97 6 10 23-4�300�� 91667 17-18=1142/2518, 16-17=il42J2518; 15-16=1444/3201, 1415=1559/3493, 13 14=-1457/3230, 12-13=1157/2551, BOT CHORD 18-19=665/1461, 11-12=676/1488 4 15=136/346, 5-15=131/101, 6-14=119/98, 7-14=120 0//6660,�4-116 29415348.12= WEBS 7-19= 165/2435. 2-18 616/48. 923/459893-16 22 773 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL�.Opsf; Category It; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever left C-C for and forces, and for MWFRS for reactions specified. , and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss Is designed for members �prurnp�� A xy 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. Count Method when this truss is chosen for quality assurance inspection. 4,.•`� �•..�r� 5) This truss requires plate inspection per the Tooth 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 431 Ito uplift at joint 19 and 431 lb uplift at joint 11. �; b 7r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding bracing for truss system (not part of this component design) is always required. $ . « tr G 8) Warning: Additional permanent and stability * NO45 •�tif LOAD CASE(S) Standard ��,. ��� Samu®'• A. Creanterg, PE. DANSC0 Eng nearing, (LC P.O, Box WD Apollo Beach, FL. 3MI2 CA M48 Date: 8123107 Warning! —Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation o component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support. of individual web. members only. Additional temporary Ivacing to ensure g designer. stability during quality control, is the responsibility erecti ndrandrbracing, conrsultaANSlrrrPI I National Design Standard t bracing of tile overall for Metal Pate Cos ectedibility of the W od TrusmConstruuction and BCSFor 1 1 03al tGuide ogGorod fabrication, quality control, ligstorage, delivery, Practice for Handling, Installing &Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 5371 . Truss Truss Type Ory Ply RELIANT BUILDING PRODESJob # 43 /2 EI 2304 T38 ROOF TRUSS 1 1 Job Reference tional 6.500 s Mar I, 2007 Mi Fe Industries, Inc. Thu Aug 23 15:01:58 200b_8�e 1 W_&®MPONENTS, APOPKA, fL. N 4-8-13 9-2-2 13-7-7 18-0-12 20-0-12 24-7-1 1 29-1-6 33-7-11 38-5.8 4-8-13 4-5-5 4-5-5 4-5-5 2-0-0 4-6-5 4-6-5 4-0-5 4-9-13 sot. • 1:6t6 Sv6 = 2.5v. 11 2.Sv4 It 5 6 7 5.9 = 6 22 6 1 6 16 17 16 15 2 1, 5,9 = t2 5v12 = Sv12 = se = 0-" 0-0-0 B-2-9 12-1-11 18-0-12 20-0-12 26-1-3 32-1-9 1 38-5.8 6-2-9 5-11-1 5-11-1 2-" 6-0-7 6-0-7 6-3-15 Plate Offsets X Y : 4:0 4-8 0-3-0 &0-4-8 0 3-01, 1110-41-8,0-3-pj LOADING(psf) SPACING 14-0 CSI DEFL Vert(LL) in (loc) I/deb Ltd 0.42 14 >999 360 PLATES MT20 GRIP 2441190 TCLL 20.0 Plates increase 1.25 1.25 TC 0.25 BC 0.62 Vert(TL) -0.75 13-14 >609 240 TCDL 10.0 BCLL 0.0 Lumber Increase Rep Stress Incr YES WB 0.81 Horz(TL) 0.16 11 nla n/a Weight: 200 lb BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc puriins, except end verticals. TOP CHORD 2 X 4 SYP Not BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=1004/0-3-8, 11=1004/0-3-8 Max Upllftl9=-431(LC 4). ll=-431(LC 4) FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 19-20=95/67, 1-20=89/66, 1-2=-48/14, 2-22=1819/796, 3-22=1819/796, 3-4=296911311, 4-5=3454/1541, 5-6=3454I1541, 6-7=-3454/1541, 7-8=3001/1324, 8-23=1846/808, 9-23=1846/808, 9.10=50/14, 11-21=97/68, 10-21=91167 BOT CHORD 18-19=658/1445, 17-18=1129/2490, 16-17=1129/2490, 15-16=1427/3165, 14-15=1541/3454, 13-14=-1440/3193, 12-13=1144/2522, 11-12=-66911468 WEBS 2-19=1645/759, 2-18=293n92, 3-18=918/455, 3-16=249/656, 4-16=-4151247, 4-15=135/343, 5-15=1311101, 6-14=-119/98, 7-14=1191308, 7-13=402/243, 8-13=-245t649, 8-12=917/456, 9-12=290/789, 9-11=16631767 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft TCDL 4.2psf; BC Category II; Exp B; enclosed; MWFRS interior zone and GC Exlerior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. ��paeauaui�r 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. C� Shy 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Q dp 6) This thus has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.:1.0 .' L 7) Prov de mechanical connection (by others) of truss to bearing plate capable of withstanding 431111 uplift at joint 19 and 431 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Y U245 ' a LOAD CASE(S) Standard p A "s -t �Tx1E IF fi Sarnua' A. 131`6491nerg, PE, DANSCO Eng neering. LLC P0. Box WE) Apollo Beach, ICI. 33512 Coil 2048 Date: 8123107 Warning! —Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desigrtar. For general guidance regardingtGoo fabrication, quality -control, storage, delivery, erection and bracing consult ANSI PI l National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, Job Truss 12304 T39 pd6�MPONENTS, APOPKA. FL. I il 4-8-13 4-5-5 ROOF TRUSS I1 13-7-7 18-0-12 20-0-12 24-7-1 4-5-5 4-5-5 2-M 4-6-5 502 = 3.5 = - - •.. - 0-" 6-2-9 5-11-1 TRUSS LOADED FOR A/C UNIT ,..n 2.5.411 2.5r4 II Job # 4372-E1 ,9-1-6 33-7-11 4-6-5 4-6-5 4.4 = 4r! = 414 = h4 = 4 10 4-9-13 Sol. - 1:01.5 32-1-9 IB-0-12 20-0-12 26-1-3 6-3-15 5-11-1 2-" 6-0-7 6-0-7 0.0-0 Plate Offsets X Y : 4:0.5 0 0-0-8 14:0.4-8 0-3 0 DE in (loc) Ildefl L/d PLATES GRIP 244/190 LOADING(psf) TCLL 20.0 SPACING 1-4-0EB Plates increase 1.258 CS' 2TCDL Vert(LL) 0.18 15 >999 360 Vert(TL) 0.64 15 >709 240 MT20 10.0 Wmberincrease 1.257 Rep Stress Incr NO Horz(TL) 0.17 12Na NaBCLL Weight: 4601b 0.0 BCDL 10.0Cade FBC2004/TPI2002 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. LUMBER TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 20=1708/0-3.8, 12=1700/0-38 5151, 1-2=-71/0, 2-23=3363/0, 3-23=3363/0, 3-0=5686/0, 4-5=6396/0, 5-6=6396/0, 6-7=6396/0, 7-8=5735r0, 8-9=5735/0, 924=3403/0, 10.24=3403I0, FORCES (lb) - Maximum CompressioNMawmum Tension TOP CHORD 20-21=123149, 1-21=11 10.11=7310, 12-22= 125l50, 11-22=116/52 18-19�/4819, 17-18=0/4819, 16-17�/6075, 15-16=016396, 1415�16121, 13 48193. 869, 121/9512631 5 16=-148193, 6-15=121/95, 7-15=118/324, 7-14-793/0, 914�11163, 913=1971/0, 10 13�11585, BOT CHORD 1920�/2599, 2-20=2963/0, 2-19 011593, 319=1973/0, 3 17=0/1175, 417=811/0, 4-16=116/379, WEBS 10-12=2985/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0.9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chards connected as follows: 2 X 4 -1 raw at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been 4gilkl ollo"rt ` @, 2) All provided to distribute only loads noted as (F) or (B), unless otherwise indicated. rooflive load interior zone; cantilevert as noted. left and right exposed ; Lumber yV+ � Opsfexcf; Category II; Ecp B; enclosed; MWFRS 4) This truss has Wind: SCE 7 0� 120mmpph h=30ft;uniform CT D BCDL y,G • •:9Ca? S DOL=1,60 plate grip DOL=1.60.`� 5) C-C wind load user defined. ' ' 6) Provide adequate drainage to prevent water ponding. 7) This truss requires plate inspection perthe Tooth Count Method when this truss is chosen for quality assurance inspection. with any other live loads. truss. w �, NO"42r�Fj 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr m tloads ds) 350lb dtown al 9-2rr� b the nat intended3-7-7, and' this Load 2, 3, 4, 5, 6, 7, 8, 9 has/have been modified. Building designer moon x �• � +� 9) case(s)1, concentrated 10) Hanger(s) or other connection device(s) shall be prc)video sufficient to support The design/selection of such connection device(s) is the responsibility of others. , down al 24-7-1, and 350 lb down al 29-1-6 on lop chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Al 0� 'topsail artii} LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Wads (plf) SaMUB! A- Groagherg, PE. Vert: 1-11=-40, 12-20=13 _ DANSCO �0� f!geflflg, ll. Concentrated Loads (lb) C Vert: 4=350(F) 3=350(F) 7=-350(F) 9=-350(F) Plate Increase=1.25 PQ, BO% �48� �U 33�T2 AP000 Swr* 2) UBC: Lumber Increase=1.25, Uniform Wads (plf) CA V` 48 Vert: 1-11=13, 12-20=27 Concentrated Loads (lb) Vert: 4=-350(F) 3=350(1`) 7-350(F) 9=-350(F) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Wads (plf) Vert:1-11=32, 12-20=8 Date: 8123107 urn2ng.- en design parameters and read notes before use. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. component i i responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only: Additional temporary bracing [o ensure ponsibility fabrication,f the stabiliduring construction onity cructi control, the e, delivery,date of endrbracing, consult aANSI/rPlnl National Design Standard t bracing of the overall for Metal Plates CnnectedoWood TrubuilssnConstruction and BCSer. For I 1-03rGuide to regarding d Practice for Handling, Installing & Bracing ofMelal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Ory Ply RELIANT BUILDING PRODESJob # 4372-EI 12304 Tag ROOF TRUSS 1 2 Job Reference Tonal 6.500 s Mar a 2007 MTek Industries, Inc. Thu Aug 23 15:02:00 2007 Page 2 84 COMPONENTS. APOPKA, FL. LOAD CASE(S) Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7=350(F) 9=-350(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31, 12-20=8 Concentrated Loads (Ib) Vert: 4=350(1`) 3=350(F) 7=350(1`) 9=-350(F) 5) MWFRS Wind Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31, 12-20=-8 Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7=350(17) 9=-350(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=31, 11-23=20, 12-20=8 Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7=350(F) 9=-350(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=20, 11-24=31, 12-20=8 Concentrated Loads(Ib) Vert: 4=350(F) 3=350(1`) 7=350(F) 9=350(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-23=15, 11-23=10, 12-20=8 Concentrated Loads (ib) Vert: 4=350(F) 3=350(1`) 7=350(F) 9=350(1`) 9) MWFRS 4th Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=10, 11-24=15, 12-20=8 Concentrated Loads (Ib) Vert: 4=350(F) 3=350(F) 7=350(F) 9=350(1`) %V G R * ; No. 3424a 4z -t srA-GE OF If; Sar m' A. Groan erg, PE, DAN800 Eng neering, LLC P0, Box WD Apolro Eeach, FL. 2IM72 CA 2048 Date: 8123107 IVarning!—Verify design parameters and read notes before use. nent to be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building compo component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood, Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. F- ab • 7T4 russ Truss Type City Ply RELIANT BUILDING PRODUCTS Job # A?72-EI 2304 ROOF TRUSS 1 1 Sob Reference lienal J., J U YJ B4 COMPONENTS, APOPKA, FL. n-" 6.500 a Mar 8 2007 MTek Ind t-0'�. Inc. Thu Aug 23 15:02:00 2007 Page 5 RM 2.5x4 II ' fixfi= 4-1-0 4-1-0 3.5 = 1-0 SPACING 1-4-0 CS DEFL Vert(LL) in (I0c) -0.01 3-4 I/deb >999 Ud 360 PLATES GRIP MT20 244/190 LOADING(psf) TCLL 20.0 Plates Increase 1.25 1.25 TC 0.11 BC 0.09 Vert(TL) -0.02 3-4 >999 240 TCDL 10.0 BCLL 0.0 Lumber Increase Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Na n/a Weight: 23 ItoBCDL 10.0 Code FBC20041TPI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 1-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=90/0-3-8, 3=101/Mechanical Max Uplift4=-35(LC 4), 3=-43(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=-65/85, 1-5=65/85, 1-2=0/0, 2-3=70/92 BOT CHORD 34=-14/11 WEBS 1-3-12/15 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. _ 2) and right exposed Lumber DOL=�1.60 plate grip DOLD--1.60. ThisOtruss is designed for C-C for members RS land forces, andnterior zone for or MWFRSforr reactions pecified 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 4 and 43lb uplift at joint 3. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard * ; No, 34245 srA VE OF �fll Sarnua! A. Greanterg, P.E, DANSC0 Ertg roering, LLC P.O. Box WD APOD EIWQh,FI 3Min CA M4a Date: 8123107 ff arning! Verify design parameters and read notes before use. be installed and loaded vertically. Applicability. of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component to component is responsibility of building designer -riot truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 Mational Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 7Tmss 4-8-13 4-8-13 0-0-0 4-5-5 12-1-1' 6 2 9 5-11-1 Plate Offsets X Y : 4:0 5 0 0 4-8 14:0 4-8 0-3 0 in (lac) Well Ud PLATES GRIP 1-0 0 CSI DEFL MT20 244/190 LOADING(Psf) SPACING TC 0.18 Vert(LL) 0.18 15 >991 360 Plates Increase 1.25 VeA(TL) -0.63 15 >721 240 TCLL 20.0 BC 0.61 lfgz(TL) 0.17 12 Na Na TCDL 10.0 -umber Increase 1.25 yng 0.36 Weight:461 Ib BCLL 0 0 Rep Stress Incr NO (Matrix) BCDL 10.0 Code FBC2004/TPI2002 BRACING lied or 6-0-0 oc purlins, except end verticals. LUMBER TOP CHORD Structural wood sheathing directly aPP BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOP CHORD 2 X 6 SYP No.2 TBSHORD 2 WEX 4 SYP No.3 REACTIONS (lb/size) 20=1708/0-3-8, 12=170010-3-8 FORCES (lb) - Maximum CompressionlMaxlmum Tension -5--6336/0, TOP CHORD 20-21=122149, 1-21=114I51, 1-2=70/0, 2-23=3332/0, 3-23=3332I0, 311=5633/0, 45-6=6336/0, 6-7=-b33610, 7-8=568110, 8-9=5681/0, 9-24=337110, 10-24=3371 0, 10-11=7110, 12-22=124151, 11-22=115152 11581. BOT CHORD 19.20�12575, 18-19=014774, 17-18=014774, 16-17�/6019, 151100, 4_jj 14-15 0I6063, 13-14 014823, 12V95I2607 WEBS 2-20=2944/0, 2-19�/1590, 3-19=196210, 3-17-0I1169, 417=810/0, 416=115/376, 5-16=-148193, 6-15=121I95, 7-15=1181321, 7-14=-791/0, 9-14�11157, 9-13=196010, 10-13� 10-12=2966I0 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0--0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 'tbitopplos ,r Webs connected as follows: 2 X 4 - 1 raw at 0-9-0 oc. ce 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) fain the LOAD CASE(S) section. Ply to Ply connections have been � � A G Ti provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. b •-.� 4) This ASCE 7-02; 120mph; h=30f1; TCDL=4.2psf; BCDL=6.Opsf; Category II; 6cp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber a •.,C S• DOL=1.60 plate grip DOL=1.60. Vj 5) C-C wind load user defined. w ' )y0. 34245 � 6) Provide adequate drainage to prevent water pending.trusschosen - 8) This truss This truss requires been design inspection ' n per 0 ps bottom th chord l ve load nonat Method when tconcurrent with any fother uave loads.ante inspection. has concentrated load(s) 350 lb down at 9-2-2, 350 lb down al 13-7-7, and 350 lb 4t A <U 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, a haslhave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. n "0 10) Hanger(s) or other connecbon device(s) shall be provided sufficient to support down at 24-7-1, and 350 to down at 29-1-6 on lop chard. The designtselection of such connection device(s) is the responsibility of others. A>r � , 11) Warning: Additional permanent end stability bracing for truss system (not part of this component design) is always required. +P,.'n't LOAD CASE(S) 1) Regular: Wmber Increase=1.25, Plate Increase=1.25 Sams! A. Grea�b erg, PE. Uniform Loads (plf) ,-2D=13 SA nearing, IL Vert:1-11a12 Concentrated Loads (lb) P,0, Box 3401) Vert: 4=350(F) 3=350(F) 7=350(F) 9--350(F) Ap01Ks BBBGh, �L 33�72 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 M48 Uniform Leads (pig Vert: 1-11=13, 12-20=-27 Concentrated Loads (to) Vert: 4---350(F) 3=350(F) 7= 350(F) 9 350(F) 3) C-C Wind: Lumber Increase=1.60, Plate Increa5e=1.60 0 Uniform Loads (pli) pate 8123107 Vert: 1-11=32, 12-20=8 drnrng — en design parameters and read notes and is use Went to be installed and loaded vertically. Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building tempo p rt of individual web members only. Additional temporary bracing to ensure component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral re support alive erection and bracing, consult ANSIrrP1 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good stability during construction is the responsibility of the erector. Additional permanent bracing. of the overall structure is the responsibility of the building desig3er. For general gui dance ice regarding fabrication, quality control, storage, Practice for Handling, butastor &!Tracing ojMetio Plate Connected n pool Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, W1 53719. Job # 4372-El ROOF TRUSS I1 I Z IJob Reference ((>ptional) 6 500 s Mar 8 2007 MiTek Inpusnnes 29-1-6 33-7-1 13-7-7 18-0-12 20-0-12 24-7-1 4-0-5 2-0-0 4-6-5 4-6-5 4-5-5 4-5-5 TRUSS LOADED FOR A/C UNIT 04 = M = 4.4 = 4-9-13 61.1. " 111.8 5.6 = 4.4 = 3.6 = to 11 n� h 4 0-0-0 5 11-1 2-M r6-1-3 6-0-7 6-0-7 6-3-15 LOAD CASE(S) Concentrated Loads (lb)3=350(F) 7=350(F) 9=-350(F) Vert: 4=350(F) 4) MWFRS Wind Left: Lumber Increase Uniform Plate Increase=1.60 Uniform Loads (plf) Vert. 1-11=31, 12-20=8 Concentrated Loads (lb) Vert: 4=-350(F) 3=350(F) 7- 350(F) 9=-350(F) 5) MWFRS Wind Right: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=31, 12-20=8 Concentrated Loads (lb) = F 7=350(F) 9=-350(F) Vert:4=350(F)3=350( ) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 12 20-8 Vert: 1-23=31, 11-23=20, Concentrated Loads(Ib). F 9=-350(F) Vert: 4=350(F) 3=350(F) 7 350( ) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate In crease=1.60 Uniform Loads (plf) Vert: 1-24=20, 11-24=31, 12-20 8 Concentrated Loads (Ib) 7=350(F) 9�35p(F) Vert: 4=350(F) 3=350(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) 12-20=8 Vert: 1-23=15,11 23=10, Concentrated Loads (lb) Vert: 4=350(1`) 3=-350(F) 7=350(F) 9=-3`50(F) 1.60 9) MWFRS 4th Wind Parallel: umber Increase=1.60, Plate Increase Uniform Loads (plf) Vert: 1-24=10, 11-24=15, 12-20=8 Concamrated Loads (lb) Vert: 4=350(1`) 3=350(1`) 7=350(1`) 9=-350(F) 34245 tr �1 jp/ � rrASE o, fI1p Samu®: A- Greanterg, PE, DANBCQ E'18 Naring' LLC ,0, Box 540D FL. 33512 Apolro SWOa CA 2048 Date: 8123107 component to beBracing shown installed and loaded vertically. Applicability of design parameters ana Proper IVarningt—Verify design parameters and read 'and is use. general guidance regarding This design is based only upon parameters shown, and is for an individual buildingfor responsibility of the building designee For taco[ o eral component is responsibility of building designer ofor recdoit�Additional permanent bracing of the overalllstttucturep�l Plate Connected n members only. Additional temporary S - ood stability during construction is the responsibility alit control, storage, delivery, erection and bracing °°Wood Trusses from atio al Desite gn Standare, 583 jorD,oMriolDrivee MadisonW�53719r�ss Construction and BCSI 1-03 Guide to Good fabrication, quality Practice for Handling, Installing & Bracing ojMetal Plate Connects B 12304 I ROOF TRUSS 1 Job Refe ,us, T41 0 ov IENTS, APOPKA, FL. 29-1-E 18-0-12 20-0712 24-7-1 13-7-7 4-6-5 4-8-13 4-2-2 4-8-13 4-5-5 4-5-5 4-5-5 2-0-0 4-6-5 TRUSS LOADED FOR A/C UNIT 4,4 = Iuu I J )E Job # 4372-E1 �stries, Inc. Thu Aug 23 15.02.03 200b�y�e 1 3-7-11 38-5 8 4-6-5 q-9-13 sni. • 1:61.5 50 = 4,v4= 30 4.9 = 4.4 = 10 11 0-M 0-0-0 26-1-3 16 ' 18-0-12 20-0-12 6-3-15 5-11-1 2-0-0 6-2-9 12-1-11 6-0-7 6-0-7 6-2-9 5-11-1 n (loc) I/dell Ud PLATES GRIP Plate Offsets X Y : 4:0-5-0 0-4-8 14:0-4-8 0-3-0 C� DEFL MT20 SPACING 1-4-0 Vert 0.17 15 >999 360 LOADING(psf) TC 1.17 Vert(TL) -0.62 15 >737 240 TCLL 20.0 Plates Increase 1.25 12 Na BC 0.61 tiorz(TL) Lumber Increase 1.25 Y,/B 0.36 0.17 Na Weight:-4621b TCDL 10.0 Rep Stress Incr NO BCDL 0.0 Coe FBC2004fTP12002 (matrix) d BCDL 10.0 BRACING lied or 6-0-0 oc Purins, except end verticals. LUMBER TOP CHORD Slructul d ceiling d directly applied directlyng pl ed or 10-0-0 oc bracing. TOP CHORD 2 X 6 SYP N0.2 BOT CHORD Rig TBSHORD 2 X WE4 SYP No 3 REACTIONS (lb/size) 20=1708/0-3-8, 12=1700/0-3$ FORCES (Ib) Maximum CompressloNMax mum Tension 5570/0, 4-5 6265/0. 5-6-626510, 6-7=6265/0, 7-8=-561 B/0, 8-9=561810, 9-24=333410, 10-24=3334I0, TOP CHORD 20-21=121/49, 1-21=113151, 1-2= 68/0, 2-23=3295/0, 3-23=3295/0, 3 4= 10-11=-70/0, 12-22=123r51, 11-22a115152 BOT CHORD 19-20 012547, 18-19 014720, 17-18-0I4720, 16-17 015952, 1516=0I6265, 14 15 0/5996, 13 14 014770, 12-13=012579 WEBS 2-20=- 012547 7-19 011586, 3 19=19W/0, 3 17-17=0/3, 4-17=80810, 4 16 115/373, 5-16=-148/93, 6-15-121/95, 7-15=-117/318, 7-14-790/0, 9-14�I1150, 9-13=1948I0, 10 13 0 10.12=-294310 NOTES 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at at 0 oc, 2 X 6 - 2 rows at 0-9-0 oc. i0110516 , Bottom chords connected as follows: 2 X 4 -1 raw at 0-9-0 oc. Weos connected as follows: 2 y 4 -1 row at 0-9-0 oc: face in the LOAD CASE(S) section. Ply to ply connections have been a 2) All toads are considered equally applied to all plies, except if noted as irons (F) or back (B) A, Ci fj provided to distribute only lexcept as noted. oads noted as (F) or (B), unless otherwise indicated. ti p�IV S• 3) This truss has been checked for uniform root live load •.. . �t ! �• _� b 4) Wind: ASCE 7-02;120mph; h=30tt; TCDL=4.2psf; BCDLDL=6.Opsf; Category It Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber DO1-=1.60 plate grip DOL=1.60. • 6 5) C-C wind load user defined. : - Np, 34245 6) Provide adequate drainageto prevent water ponding. 7) This truss requires plate inspection Per the Tooth Count Method when this truss is chosen forQuality assurance inspection. . Al 6f 8) This truss has.been designed for a 10.0 psf bottom chord live load nonconcurrent with any of er livs) 350s1b down at 9-2 2, 350 lb dam al 13 7-7, and 3501b 4 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9 has/have been modified. Building designer mustreview loads to verify that they are correct for the intended use of this truss. a ' D 10) Hanger(s) or other connect on device(s)shall be provided's sufficient to support A>r+ 11 dowWann at Additional 50110 down anats29 -6 On bracingtford. The system n/Seleart of thisuch connent design) fs always the of others. �cop eea Ntt# LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 SarnuiiA. efsentefg, PE, Uniform Loads (Plf) DANSro En9 neeling, LLC Vert: 1-11=-40, 12-20>13 p �x � � Concentrated Loads (lb) a0, B E88Gh, VL 3SM Vert: 4=350(F) 3=350(F) 7=350(F) 9= 350(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 CA 2,04 Uniform Loads (plf) Vert: 1-11=13, 12-20=-27 _ Concentrated Loads (lb) 7 350(F) 9=-350(F) Vert:4=-350(F) 3=-350(F) -7 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 pate. �123/O / Uniform Loads (00 Vert: 1-11=32, 12-20=8 parameters and proper incorporation of 6 ade y li, . li of design param bracing to ensure R arntng.— err design parameters and read notes before use. This design is based only upon Parameters shown, and is for an individual building . B Went to be installed and loaded vertically. APP fy Standardllstructure jouefera/ pinre Connected N'ood Truss Construction and BCSI 1-03 Guide to Good ili of the erector. Additional permanent bracing of the overall structure is the responsibility of dye buildu4g designer. For general guidance regardinb component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral su n of individual web in only..Additional temporary stability during construction is the de a erection and beacin8 consul[ AN81/fpl 1 National Design fabrication, quality control, storage, ry, PrncticeJw Handling, Installing & Bracing ojhfetal Plate Connected Woo Trusses from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 33719. l LOAD CASE(S) Concentrated Loads (lb) Vert:4350(F) —350(F) 7=350(17) 9=-350(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase 1.60 Uniform Loads (Plf) Vert: 1-11=31, 12-20=8 Concentrated Loads (lb) F 7-350(F) 9=350(F) Vert: 4=350(F) 3=350( ) 5) Uniform d (Pg) t Lumber Increase=1.60, Plate Increase=1.60 IO Vert: 1-11=31, 12-20=8 Concentrated Loads (lb) =350(F) 9=-350(F) Vert: 4=-350(F) 3=350(F) 7 6) MWFRS 1st Wind Parallel: Lumber inuease=1.60, Plate Increase=1.60 Uniform Loads (Plf) Vert: 1-23=31. ii-23=20,12-20=-8 Concentrated Loads (lb) Vert: 4=350(F) 3=-350(F) 7=350(F) g= 3�(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate Increase 1.60 Uniform Loads (Plf) Vert: 1-24=20, 11-24=31, 12-20=8 d Concentrated Loads (Ib) Vert: 4=350(F) 3=350(F) r Incre F) =l.60, F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Ply 11-23=10, 12-20=8 Vert: 1-23=15, Concentrated Loads (Ib) Vert. 4=350(F) 3=-350(F) 7-350(1`) 9=-350(F) g) MWFRS 4th Wind Parallel: Lumber Nuease=1.60, Plate Increase=1.60 Uniform Loads (Pll) Vert: 1-24=10. 11-24=15, 12-20=8 Concentrated Loads (lb) Vert: 4=350(17) 3-350(1`) 7=350(F) 9=-350(F) No, 34245 ; � pp� :-rw .O;F Sams! A. of ea ite g E, DANsco E, 9 LC P.0, Box 340D pL 33572 CA (� ch, Date: 8123107 hcabili of design parameters and proper incorporation of bracing to ensure IVarningl—�Q�fY design Parameters and read Hares before or component to be installed and loaded vertically. al w guidance regarding on parameters shown, and is for an individual building p° . shown is for lateral support of individual web members only. Additional temporary b This design is based only UP p P nsibility of the building desif�er For general gu component is responsibility of building designer — not truss designer or truss engineer. bracing stability during construction is the responsibility of the erector. Additional ennanent bracing of llte overall structure fs the respo lit control, storage, delivery, erection and bracing,co` suit ood Trusses es from Tartiona ss lat Design 83 D'OnofriolDrive, Madison, WI 53719.onnected Wood Truss Coratruction and BCSI 1-03 Guide to 00 fabrication, quality &Bracing oJMetal Plate Connected Practice for Handling, Installing I Job Truss 12304 T42 84&@teONENTS, APOPKA, FL. 4-8-13 9-2-2 4-8-13 4-5-5 SCAB TOP CHORD 0-" 6-2-9 TRUSS 11 13-7-7 "ti-' _- 4-5-5 4-5-5 2-0-0 y REL 1 Job 6.500 s 24-7-C 4-6.4 1VDEUuu � a Job # 4372-El Industries, Inc. Thu Aug 23 15.02.04 2�,b�a9e 1 29-0-0 33-2-8 4-5-0 4-2-8 sn1. • lsas TRUSS LOADED FOR A/C UNIT 46 = dv6 = 4r6 = 7.10 = 3.6 = 5.9 = 15.411 35r411 _ -• 0 27 10 4 2t Iry H= 0-M 6-5-2 5-11-1 5-11-1 2-0-0 6-8-10 Plate Offsets X Y : 4:0.5-0 n-4-81 IldeB Ud PLATES GRIP CS! DEFL n Oa) >999 360 MT20 244/190 LOADING SPACING 1-" TC 0.31 Verl(LL) 0.2015-16 WTI 244/190 Plates Increase 1.25 BC 0.31 Vert(TL) -0.74 15-16 >532 240 TCDL 20.0 Lumber Increase 1.25 Horz(TL) 0.21 11 rVa n/a TCDL 10.0 Rep Stress Incr NO WB 0.51 Weight: 276lb BCLL 0.0 Code FBC2004/fP12002 (Matrix) BCDL 10.0 BRACING or 5-4-13 oc purlins, except end verticals. LUMBER TOP CHORD Structural wood sheathing directly applied TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD B2 2 X 4 SYP No.1 *Except* WEBS 1 Row at midpt 2-19. 9-11 with 2 X 4 SYP No.3 with 2 -10d (0.131"x3") nails and cross brace sparing of 12 WEBS 2 X 4 SYP No.3 or. LBR SCAB 1-4 2 X 6 SYP No.2 one side 4-8 2 X 6 SYP No.2 one side 8-10 2 X 6 SYP No.2 one side REACTIONS (lb/size) 19=1458/0-3-8, 11=1675/0-3-8 FORCES (lb) - Maximum CompressiortlMaxlmum Tension _ _ TOP CHORD �2�28/ 8. 1-2�21 /50 6=31 0108 25=-64/0, 2-28 231070I0, 926?31070/039 27 0/0, 10-27=-7010,/101 214 32/24, 10-21=� 7 BOT CHORD 18-19=0/2109, 17-18=0/3856, 16 17 013856, 15 16 014716, 14 15=0/4509, 13-14=013773, 12-13=0/3773, 11-12=012164 WEBS 2-19=2421/0, 2-18=0/1293, 3-18=1567/0, 3-16=01832, 4-16=-544/0, 4 15=255/0, 5 15 0/191, 6 14=375/45, 7-14=5/872, 7-12=1182/0, 9-12=0/1409, 9-11=2583/0 ed �puernpirr NOTESnails Spec 9 0 2) Attached 13-3-15 scab Attached 12-0-0 scab 41to 8to 4front face(s) 2 X 6 SYP No.2 wfront face(s) 2 X 6 SYP No.2 ith 2?orow(s) (s) of 10d (0.131"x33) nails spaced 9. o c.. 3) Attached 739 scab 8 to 10, front face(s) 2 X 6 SYP No.2 with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.. 4) This truss has been checked for uniform roof live load only, except as noted. B; enclosed; MWFRS interior zone; cantilever left and right exposed ; Lumber • 5) Wind: ASCE 7-02;120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category ll; Exp 4t3 DOL=1.60 plate grip DOL=1.60. « 342-4a t 6) C-C wind load user defined. lx 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. nx • p I 9) All plates are 3x5 MT20 unless otherwise indicated. ount 10) This truss truss requires esui been late idesinspection fora per the 0 psf bbootom Nord fveOadth Chnoncen hon urrent with annyfother live loads.assurance inspection. use of + 12) Load case(s)1, 2, 3, 4, 5, 6, 7, 8, 9 hasfhave been modified. Building designer must terrteview load(s) 350 lbads to verify downat 9-2-2, 350 b clown.at 13hat they are correct for the t-7-7, and 350 lb truss. . A� �dr 13) Hanger(s) or other connection device(s) shall be provided sufficient to support is Ir4•ee6r µtt► 14) dawn a niat ng: 4-7it , and 350 Addilb tional ndtsl b braon cing or truss Ys�em notopart ofection h s such omp a tldesign) is alwaysrequi edsibility o others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). SarnU®' A- G tOM19t3 I g lLC LOAD CASE(S) CANSCC A 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 P.0. Box 3400 FL 3MI2 Uniform Loads (plf) Ap0)ff) B0A4h, Vert: 1-10=-00, 11-19=-13 CA 2,"4 Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7=350(F) 9=350(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) Vert:1-10-3,11-19=27 Date: 8123107 Went to be installed and loaded vertically. Applicability ofdesign parameters and proper incorporation of Fl arnit j— en design parameters and read notes and is use bracing to ensure of individual web members only. Additional temporary 6 This desig is based only upon parameters shown, and is for i individual building . Bra nduali of the building designer. Far general guidance regarding component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is er ll structure forMesupport /ere Connected Wood Truss g designer. and BCS] 1-03 Guide a Good stability during construction is the responsibility of the erector. Additional pennanent bracing of the overall structure is the responsibility fabrication, quality control, storage, delivery, erection and bracing, consult ANS1esfr 1 National Plate Design Practice for Handling, Installing & Bracing ojMetal Plate Connected 6Vood Trusses from Truss Pla[e Institute, 583 D'Onofrio Drive, Madison, Wl 53719. F—m LOAD CASE(S) Concentrated Loads (lb) Vert: 4=350(F) 3=350(1`) 7=350(F) 9-350(F) 3) C-C Wind: Lumber Increase=1 .60 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=32. 11-19=8 Concentrated Loads (lb) Vert: 4=350(1`) 3=350(F) 7=350(F) 9=-350(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=31, 11-19=8 Concentrated Loads (Ib) Vert: 4=350(F) 3=350(1`:) 7=350(1`) 9=-350(F) 5) MWFRS Wind Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=31, 11-19= Concentrated Loads(Ib) Vert: 4=350(F) 3=-350(F) 7-350(F) 9=-350(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-28=31, 10-28=20, 11-19=8 Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7-350(1`) 9=-350(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1-K Plate Increase=1.60 Uniform Loads (plf) Vert: 1-26=20, 10-26=31, 11-19=8 Concentrated Loads (Ib) Vert: 4=350(F) 3=350(1`) 7=350(9 9=-350(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) Vert: 1-28=15, 10-28=10, 11-19=-8 Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7=350(F) 9=350(1`) 9) MWFRS 4th Wind Parallel: Lumber Increase=1.60. Plate Increase=1.60 Uniform Loads (plf) Vert: 1-26=10, 10-26=15, 11-19=-8 Concentrated Loads(ib) Vert: 4=350(1`) 3=350(1`) 7=350(1`) 9=-350(F) {; L�pErV�F. 34245 pp� Sams! A- Graariberg, PE, DANSCO Er]g reering, lLC P.O, Box $405 Apollo4a ch, VL a35T2 CA Date: 8123107 Warning! —Verify design parameters an Q read Hates bejare use Applicability of design parameters and proper incorporation of This design is based only upon parameters shown, and is for an individual building component o be installed and loaded vertically. APP h component is responsibility of building designer —not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure l structure is the stability during constructf die builc ion is he resdelponsibility of he erector. bracing consultaANS1/fPlnl National Desigcing of then St nldard for Metal Plate responsibility Wood TrussrConstracton and BCSIa1-03tGuide regarding fabrication, quality control, constructions 6 Practice n. Handling, Installing for & bracing ojMetnl Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W] 53719. IT43 ROOF TRUSS 'r2304 4-8-13 9-2-2 13-7-1 4-5-5 4-8-13 4-5-5 4-5-5 3.12 MT1 W Job 6.500 s 0-0-12 24-7-C 2-0-0 4-6-4 TRUSS LOADED FOR AIC UNIT Uuuu iJ DE Job # 4372-El ndustnes. Inc. Thu Aug 23 15:02:05 2QQ�1-8age 1 r9-0-0 33-2-8 4-5-0 4-2-8 416 = 06 = 4.6 = SCAB TOP CHORD 7.10= 36= 6.0= ,z5.411 _ _- n to 0-" O-0-0 20-0.12 LO-.- 18-0-12 12-1-11 6-5-2 6-8-10 6-2-9 2-M 5-11-1 5-11-1 6-2-9 PLATES GRIP Plate Offsets X Y : 4:0 S0 0-4-8 DEFL in (lac) I/deb Ltd MT20 GRIP 0 360 SPACING 14-0 CSI Vert(LL) 0.201516 >999 MT18H LOADING(psi) TC 0.30 Vert(TL) -0.741516 >528 240 1.25 244/190 0 Plates increase BC 0.98 n/a 10.0 Lumbar Increase 1.25 WB 0.51 Horz(TL) 0.21 11 da Weight: 277 It, TCLL 20.:] --- TCDL BCLL 0.0 Rep Stress Incr NO Matrix) BCDL 10.0 Code FBC2004rfP12002 BRACING lied or SSO oc punins, except end verticals. LUMBER TOP CHORD Structural wood sheathin« 10 0-0 bracing. TOP CHORD 2 X 6 SYP No.2 BET CHORD Rigid ceiling directly applied2 19 9-11 2 -10d (0.131"x3") nails and cross brace spacing of 12-00 WEBS 1 Raw at midpt BOT CHORD 2 X 4 SYP No.2 with 2 X 4 SYP No.3 with WEBS 2 X 4 SYP No.3 a, IBR SCAB 1-4 2 X 6 SYP No.2 one side 4.8 2 X 6 SYP No.2 one side 8-10 2 X 6 SYP No.2 one side REACTIONS (lb/size) 19=1458/0-3-8. 11=167510-3-8 =130/25. 0-24- -446810, FORCES (lb) - Maximum CompressionlMaximum Tension 10-21=-123/27 -69/0, 1-22=-6310, 2-22=6310, 2-28=-2691/0, 3-28=230 8/ 3-23 �69/0. , 4-23�14/ . 1 -21 9 26=3078/0, 9r38 TOP CHORD 19-20=127/48, •1.20=120/50, =01214130/25, 12-/0, 0/373 14-15=0l4468, 1314=0/3738, 12-13 0/3738, 11-12=0121 56 4468/0, 6 7=1146810, 7-25=307810, 8-25=3078/0, 8-26=307810, 6 16=01 672. 7-14=-41869, 7-12=1177/0, 11 4310. 445=253M. 515�/192, 6-14=378144, 17-1868P3820, 16-17 0I3820, 15-16�l4672, BOT CHORD 18=-44680. 2-199=0120 2 17-i8=1289, 3 18=155810, 3 16 WEBS 9-12=0/1401, 9-11=2570/0 OZ.. NOTES 1) Attached 13-3-15 scab 1 to 4, front face(s) 2 X 6 SYP No.2 with 2 row(s) 010d (0.131"x3") naffs spat Of 10d (0.131"x3") nails spaced 9" o.c- front face(s) nails spaced 9" O.C.- �4pe�0�np+i� @, �� 2 X 6 SYP No.2 with 2 row(s) of 10d (0.131"x3") 2) Attached 12-0-0 scab 4 to 8, interior zone; cantilever left and right exposed ; Lumber 7-3-9 scab 8 to 10, front face(s) except as ��fCi y`C......ryS 3) Attached gory 11; Exp B, enclosed; MWFRS 4) This truss has been checked far uniform roof live load only, TCDL=4.2psf; BCDL=6.Opsf; Category � 5) Wind- ASCE 7-02; 120mph; h=30ft; grip DOL=1.60. GO . DOL=1.60 plate 6) C-C wind load user defined. to prevent water ponding. i No. 3424b 7) Provide adequate drainage 8) All plates are MT20 plates unless otherwise indicated. MT20 unless otherwise indicated. inspection. chosen hnoncon OF yfother live loadsrance 9) All plates are 3x5 urgent with fora per a Tooth C bottom chornt d live loadethod must review loads to verify that they are correct for the intended use o this cuss. is truss re ui lb down at 13-7-7, and 350 lb This . truss been designed 101) concentrated loads) 350lb down et 9-2-2, 350 12) Load easels) other tall 5. y deN e(s) shall hasthave beprov deed sufficient to ssPupport is(always is the rquired. ility o others. connectior ucomP A>r tQ�ynd��t4ti 13) Hspon inge () at required. 350 lb downcomponent design) ow nats2 -0 onbratc rig for truss s system not part ofthis front (F) or back (B). arning: Additional,and 1q) Wh 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Samu®: A. Grag DANSCO E g reerl lLC LOAD CASE(S) 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 plot Box 340D FL t4p04 �h' Uniform Loads (00 Vert: 1-10=-30, 11-19=13 C W48 Concentrated Loads (lb) Vert: 4=350(F) 3=-350(F) 7=350(F) 9=-350(F) 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-10=13, 11-19=27 Date: 8123107 Concentrated Loads (lb) Vert 4=350(F) 3=350(F) 7=-350(F) 9=-350(F) Applicability of design parameters and proper incorporation of { arnrng: era y design parameters and read notes before use bracing to ensure g 'of individual web members only. Additional temporary 6 This I igp is based only upon parameters shown, and is for an individual building component to be installed and loaded vertical y. PP l guidance component is responsibility of building designer -not truss designer or truss engineer. Bracm shown is for lstructureateral supportis the Burin construction is the responsibility of the erector. AdotsultaANSI/IPInI Nation l Design t bracing of the overall for Metal Plat' Connected �ty o� ° d Trlthe asnConstrBction and BCSr For IaI 03 Guide to Good stability 6 fabrication, quality control, storage, delivery, erection and bracing, Practice jar hlmrdling, Installing &Bracing oJMeml Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 5371 . Job # 4372-El 1Y304 IT43 IROOF TRUSS I I IJob Reference (optional) we a �nm MTek tntlustnes Inc Thu Aug LOAD CASE(S) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=32, 11-19=8 Concentrated Loads (lb) Vert: 4=350(F) 3=350(F) 7=-350(F) 9=-350(F) 4) MWFRS Wind Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=31, 11-19=8 Concentrated Loads (Ib) Vert: 4=350(17) 3=350(1`) 7=-350(F) 9=-350(F) 5) MWFRS Wind Right: Lumber increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=31, 11-19=8 Concentrated Loads(Ib) Vert: 4=350(F) 3=350(1`) 7=350(1`) 9=-350(F) 6) MWFRS 1st Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-28=31, 10-28=20, 11-19=8 Concentrated Loads (lb) Vert: 4=350(F) 3=350(17) 7=350(F) 9=-350(F) 7) MWFRS 2nd Wind Parallel: Lumber Increase=1.60, Plate hcrease=1.60 Uniform Loads (plf) Vert: 1-26=20, 10-26=31, 11-19=8 Concentrated Loads (lb) Vert: 4=350(F) 3-350(F) 7=350(F) 9=350(F) 8) MWFRS 3rd Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-28=15, 10-28=10, 11-19=8 Concentrated Loads (lb) Vert:4=350(F) 3=350(1`) 7=350(F) 9=350(1`) 9) MWFRS 4th Wind Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-26=10, 10-26=15, 11-19=8 Concentrated Loads (lb) Vert:4=350(F) 3=350(F) 7=350(1`) 9=-350(F) 4 * : No. 3424a ''� a V n' ,AVE of WN,U Sarno: A. Greanberg, PE, DANBCO E-1g veering, lLC P.O. gox WD Apollo Beaoh, FL 3S5,t2 CA 2544 Date: 8123107 Warningl—Verify design parumerers and read Hares before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability er design parameters and proper incorporation o component is responsibility of building designer. — not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing r ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and SCSI I-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss 12304 T44 84&@t*PONENTS, APOPKA, FL. 4-8-13 9-2-2 4-8-13 4-5-5 ROOF TRUSS 3-7-7 4-5-5 4-5-0 I1 1 Job 6.500 s 18-0-12 20-0-12 24-7-0 4-5-5 2-0-0 4-6-4 2.5x4 II 2.514 II 'Job # 4372-El 4-2-8 s,a. • +�s4s a 0-" 20-0-12 26-5-14 ' 6-2-9 121 --118-0-12 2-0-0 1 6-5-2 6-8-10 6-2-9 5-11-1 5-11-1 Plate Offsets X Y : 3:0-0-8 0-3-0 :0-4-8 0-3-011:0-4-8 0-3-0 140-4-81--0 ud� ud Pt,p7E5 GRIP 7Bw(.c,, DEFL in (loc) �p GRIP 0 LOADING(Psf) SPACING 1�-0 Veri(LL) 0.2513-14 >999 36O MT18H 244/190 Plates Increase 1.25 Vert(TL) -0.46 13 14 >852 240TCLL 20.0 Lumber Increase 1.25 TCDL 10.0 Hoz(TL) 0.10 10 n/a nla Weight:1761b BCLL 0 0 Rep Stress Inu YES BCDL 10.0 Code FBC2004/TP12002 BRACING lied or 3.10-10 r2c purlins, except end verticals. LUMBER TOP CHORD Structural wood sheathing directly app CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. TOP CHORD 2 X 4 SYP No.2 BOT BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REAC11ONS (lb/size) 16=864/0-3-8. 10=864/0-3-8 Max Upllft16=370(LC 4). 10=-370(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 16-17=91I65, 1-17=86/64, 1-2=�2/12, 2-19=-1433/625, 3-19=1433/625, 3J3=2248/989, 4-5=236611054, 5-6=-2366/1054, 6-7=236611054, 7-20=15211659, 8-20=1521/659, 8-9- , 10-18=79/54, 9-18=74/54 58 80T CHORD 15-16=52611152, 14-15=876/1927, 13-14=-1066/2358, 12-13=1054/2366, 11-12=84011850, 10-11=47611029 WEBS 2-16=-13291617, 2-15=218/624, 3-15=694/353, 3-14=1591452, 4-14=2431170, 4-13=-3/29, 513=29155, 6 12=2191144, 7-12=-2581621, 7-11=6031332, 8-11=282f/57, 8 10=1237/ NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL 3.2psf; BCDL=6.Opsf; Category 11; Fxp B; enclosed; MWFRS interior zone and r M FRSfor r zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed f x C-C for members and forces, and for MWFRS for reactions specified. ,�"'r"u" 3) Provide adequate drainage to prevent water ponding. ` i 4) All plates are MT20 plates unless otherwise indicated. �, A, 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. C 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcuof withstanding with any other live loads. Q 8le ) Warning: mechanical cha icall permanent and stability f trusbracis to for�Vuss sylstem (notpartof thistcomlponentt des g) s always required Ib uplift at joint 10. Q 1�� :LAG IFE � sF�•' ��9¢"� 9 t 5 LOAD CASE(S) Standard N 24� OF Same! A. Graanterg, F.E. DAWCC E,IC neering, lLC po, Box $405 Apolto BwOB - rL 33612 CA 2504a Date: 8123107 Warningl—Verify design parameters and read notes before use. y.Applicability of design. parameters _ and proper incorporation of nsure This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verti�llpp of the building desi[nner. For general guidance regarding component is responsibility of building designer - not truss designer or truss engineer. Bracing f the isforlateraliJoturissupport e individual biood Ti smembers sConstruetiorn Additional dBCStemporary-03 Guide ttoeGood t bracing stability during construction is the responsibilCrecuonthe anderector. bracin�Additional ANSIfrPlrnl National Designeoverall structure is thetoConnectedresponsibility fabrication, quality control, storage, delivery, Practice for Handling. Installing & Bracing of Afetal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. f ' Oty Ply :REL�IANT BUILDING PRODUCTS Job Truss Truss Type 1 1 DE Job # 4372-El T45 ROOF TRUSS ference o tional 12304 6.500 s Mar 8 2007 MiTek Industries, Inc. Thu Aug 23 15:02:08 21�1��age 1 •B4 NENTS, APOPKA, FL. 29-0-0 33-2-8 18-0-12 20-0-12 24-7-0 13-7-7 4-5-0 4-2-8 S.W. - 1:54.5 4-8-13 1 9-2-2 4-5-5 2-0-0 4-6-4 4$-13 4-5-5 4-5-5 1.5 = ]r5= 3.5= 5x9 = S 1e 0-" 0-M 20-0-12 26-b-14 18-0-12 6-8-10 12-1-11 6-2-9 2-M 6-5-2 6-2-9 5-11-1 5-11-1 Plate Offsets X Y : 3:0-4-8 0-3-0 :0-4-8 0-3-0 110-4-8 0-3-0 14:0-4-8 0-3-0 in (lac) I/dell Ltd PLATES GRIP CSI DEFL MT20 244/190 LOADING(psf) SPACING 1-4-0 TC 0.23 Vert(LL) 0.2513-14 >999 360 MT18H 2441190 Plates Increase 1.25 Vert(TL) -0.45 13-14 >863 240 TCLL 20.0 BC 0.55 H�(TL) 0.10 10 oda n/a TCDL 10.0 Lumber Increase 1.25 WB 0.65 Weight: 177lb BCLL 0.0 Rep Stress Incr YES Matrix) BCDL 10.0 Code FBC2004/ P12002 BRACINGdirectlybed a 3-10-14 oc puriins, except end verticals. LUMBER TOP CHORD Structural wood sheathin1 7 bracing. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 16=86410-3-8, 10=86410-3-8 Max Uplift16=370(LC 4), 10=370(1-C 4) 3. FORCES (Ib) - Maximum CompressionlMax mum Tension TOP CHORD 16-17=91165, 1-17_ 86164, 1-2= 32111, 2-19=-1421/619, 3-19=1421/619, 34= 228/33l1834, 10-11=17111020 2 1045, 6 7=2345/1045;;-2601133 85118- 81r754, 8-110=812301583 10-18=-79/54, 9-18=-74/54 BOT CHORD 15-16=-522/1142, 14-15=-86811910, 13-14=-105fi12337, 12-13=104512345, 11 WEBS 2-16=113221613, 2-15=2181623, 3-15=6911352, 3-14=159/450, 4-14=243/169, 4-13=-3128, 5 13=29155, 6-12=2191144, 7-12 256 NOTES RS interior zone and C-C Exterior(2) zone; cantilever left 1) This truss has been checked for uniform roof live load only, except as noted11' Exp B, enclosed; MWF 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsfi Category and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Prov de adequate drainage to prevent water ponding. i 4) All plates are MT20 plates unless otherwise indicated.chosen A- G 5) This truss anding 370 lb L ) This truss requires plate designed for inspection per 0 ps boottom Count hord Method when ad ntc is trurentwith anyotherlive tloads.ante inspection. 4aOe -- ti,V -- � a 7) Provide Adhas ditional permannnecl co,tenl and others) of truss to bracing bearing plate (not capable rlfof thistcomponenf des,91'I) is aoway6 equir lb uplift al joint 10. p , : ..� 8) Warning LOAD CASE(S) Standard x y��� • +� � tfl� Samt3®: A. 01`606erg, P6, DANSCO Eqg r o"Irig, ILC P.O, gox 9401) �L 33072 C00 '� ch, Date: 8123107 rent to be installed and loaded vertically. Applicability of design parameters. and proper incorporation of {Varning/—Verify design parameters and read Hares before use rt of individual web members only. Additional temporary, bracing to ensure This design is based only upon parameters shown, and is for an individual building component component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral re is e Connec stability during construction f the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilired Wood ty of the building designer. For general guidance3Guiregarding Good lityd,gco control, storage, delivery, erection and bracing, Tntsses from TrussiPla�elu�titute,il i583 D'Onofriodard for lDrive, Madison, WI 53719 Truss Construction and BCSI 1-03 Guide to Good fabricationquality Practice for Imnilling, Installing & Bracing ofMeml Plate Conner I I ' Oty ply RELIANT BUILDING PRODUCTS Truss Type DE Job # 4372-El F Truss 1 1 T46 ROOF TRUSS Job Reference o t{on al 6.500 s Mar 8 2007 MTek Intlustdes, Inc. Thu Aug 23 15:02:09 2���age 1 ` 646jVfi ONENTS, APOPKA, FL. 24-8-3 28-11-9 33-6-8 4-9-13 9-4-2 13-10-7 14-6-5 20-4-12 2-M 4-3-7 4-3-7 4-6-15 $Ce1, • tss.t 4-9-13 4-6-5 4-6-5 4 6-5 Ire = US = 3r5= 1.5r111 5re= -• 9 . e 0—" 0-0-0 20-4-12 26-B-14 18-4-12 6$-10 12-4-5 6-3-15 2-" 6-5-2 6-3-15 6-0-7 6-0-7 Plate Offsets X Y : 310-4-8 0-3-0 :0-4-8 0-3-0 11:0-4-8 0-3-0 14:0-4-8 0-3-0 In (loc) I/dell Ud PLATES 2ygp90 CSI DEFL MT20 LOADING(Ps>) SPACING 1-4-0 TC 0.24 Vert(LL) 0.2613-14 >999 360 tit718H 244/190 Plates increase 1.25 BC 0.56 Vert(TL) -0.47 13 14 >839 240 TCLL 20•D Wmber Inaease 1.25 Horz(TL) 0.10 10 n/e nla Weight: 1781b TCDL 10.0 WB 0.68 BCLL 0.0 Rep Suess Ina YES (matrix) BCDL 10.0 Code FBC2004/TPI2002 ( rllrs except end verticals BRACING bed or 3-10-7 oc par LUMBER TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied or 6-0-13 oc bracing. TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP N0.2 WEBS 2 X 4 SYP No.3 *E cept* W2 2 X 4 SYP No.2, W2 2 X 4 SYP Nc.2 REACTIONS (lb/size) 16=873/D-38, 10=87310-3-8 Max Uplift16=374(LC 4), 10=-374(LC 4) FORCES (lb) -Maximum CompressloNMawmum Tension _ 4-5=2365I1054, 5-6= 2365/1054, 6-7=-236511054, TOP CHORD 1 2071513/656, 8-20815131656, 9 12, 44I10 - 0 186 891 3, 9-18=-"62 3��62I995, BOT CHORD 15-16=531/1163, 14-15= 88311942, 13-14-107112370, 12-13=1054l2365, 11-12=850/1872, 10-11=508/1105 WEBS 2-16=1341/622, 2-15=219/627, 3-15=-697/356, 3-14=-158/451, 4-14=239f169, 4-13=-0f32; 513=25/54, 6-12=223144, 7-12=-2511608, 7-11=-6171334, 8-11=2531699, 8-10=12941607 NOTES RS interior zone and G-C Exterior(2) zone; cantilever left 1) This Wss has been checked for uniform roof live load only, except as gory II: ExP B, closed; MWF 2) Wind. ASCE 7-02; 120mph; h=30N; TCDL 4.2psf; BCDL=6.Opsf; Category ` and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed fa C-C fa members and forces, and for MWFRS for reactions sped A ... 3) Provide adequate drainagelo prevoent�se indicated ��'��� 4) All plates are MT20 plates sped Z � • .� 6) This This truss requires has been plateinspection for per the 0 psf boottom ctwrdvent �oa fhnonctoncurrenl with ce chosen loadsrance inspection. required, t 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding ant lb uplift at joint 16 and ired, uplift at joint 10. * . NO 34245 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always eq ~p �. LOAD CASE(S) Standard Samar®° A- Graanterg, PE. DANSCQ E'18 maling, LLC P.O, Box 340 Apollo � ch, KL 336n CA Date: 8123107 Ven _ design parameters and read notes before use. to y Applicability of design parameters and proper Incorporation of Warning.— Jt _ rt of individual web members only. Additional temporary bracing to ensure con This design is srespod only up on p buitdmgedesigter not truss designerdordtruss engineer. Bracing shown issforeateral so[ vertically. po nent action and bracing consult ANerman t National Design S1etn583 D'oOnofrtal Plate Connected WI Wood Truss Construction and SCSI 1-03 Guide [o Good stability during responsibility is the responsibility of not erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance3 regarding Madison 9. fabrication, quality control, storage, delivery, e - Practice for Handling, Installing & Brncing oJAletal Plate Connected Wood Trusses from Truss Plaza Institute, r L Oh, ply RELIANT �,an,.,,ek RODUCTS Truss Tnrss Type DE Job # 4372-El F1230W4 1 1 T47 ROOF TRUSS Job Referel 6.500 s Mar 8 Industries, Inc. Thu Aug 23 15:02:10 2tA_Bage 1 - 114�®[ePONENTS. APOPKA, FL. 28-11-9 33-6-8 9 18-4-12 20-4-12 24-8-3 -4-2 13-10-7 4-3.7 4-6-15 4-9-13 2-0-0 4-3-7 SeY•1:56.1 4-9-13 4-6.5 4 4-6-5 -6-5 US = = ms= s.0 = o.su 0-0-0 0-0-0 20-4-12 26-9-14 12-4-5 18-4-7 -- 6-8-10 6-3-15 2-0.0 6-0-7 6-0-7 6-3-15 Plate Offsets X Y : 3:0 4-8 0-3-0 0-4-8 0-3-0 11:0 4-6 0-3-0 14:0 4-6 0 3-0 I/dam Ud DEFL in (loc) PLATES GRIP �0 2441190 SPACING 1-4-0 LOADING(psQ 1.25 CS1 Vert(LL) 0.25 13-14 >999 360 TC 0.24 Vert(TL) _0.461314 >851 240 MT18H 2441190 TCLL 20.0 Plates Increase 10.0 Lumber Increase 1.25 BC 0.56 V,/B 0.68 Horz(TL) 0.10 10 Na Na Weight: 1791b TCDL BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20E4rM12002 (Matrix) BRACING 111 oc pudins, except end verticals. lied or 0 LUMBER TOP CHORD Structural wood sheathing re 6I 1 3 bracing. BOT CHORD Rigid ceiling directly applied TOP CHORD 2 X 4 SYP No.2 X 4 SYP No-2 WEBSfTCHORD 2 SYP No-3 REACTIONS (lb/size) 16=87310-3-8. 10=873/0-3-8 Max Uplift16=374(1-C 4). 10=374(LC 4) 7-20=14981649, 8-20=14981649, 8-9- , 1-2=-47111, 2-19=-1432/624, 3-19=14321624, 3-4=-2240/985, 4-5=234?J1043, 5-G="23`tv1�' 6'7=234211043, FORCES (lb) - Maximum CornpressionlMauimum Tension TOP CHORD 16-17=93166, 1-17=88/65, 10-18=88I62, 9-18=83161 11-12=84-6t32, , 10- 25/54, 6-1 5 13-14-1061/2347, 12-13=1014! 4-13=-6/32, 5-13=25/54, 6-12=223/144, 7-12=•249I604, 7-11=6141333, 8-11=-25?J696, 8-10=1287 1604 BOT CHORD 15-16=52611152, 14-15=874/1923, 232, 6=13341619, 2-15=218/626, 3-15=-6941354, 3-14=1571449, 414=239/169, WEBS 2-1 B; enclosed; MWFRS interior zone and r M Exleri for r zone; caritied left NOTES 1) This truss has been checked for uniform roof live load only, except as noted. Category Category TCDL BCDL 6 C-C for members and forces, and for MWFRS for reactions specified. a ign 2) Wind- ASCE 7-02; 120mph; h=30f1; russ is designed for e grip . This right exposed ; Lumber DOL=1.60 plate grip DOL=1.6-E This ,�,e„"u'+ and 3) Provide adequate drainage to prevent water ponding. Tooth Count Method when this truss is chosen for quality assurance inspection. 4) All plates are MT20 plates unless otherwise indicated. 11 �•�. ,��y G fi�N�fi�¢ 5) This truss requires plate inspection per the anding 374 Ile uplift at always required Ib uplift al jo joint 10. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.. I bpart thistcomponent stabil'ty brae ng for uss system nolplate des g) s Provide mechanicalof connecfenl 8le and ) Warn ng: zGOt w • jag, W45 ' LOAD CASE(S) Standard : 11; x+S�-6 1. (] AY 14 Same! A-131`00 'erg, Pfi, OANSCO E09 nearing, L LC P.O, Bax 3485 APOVO BWO, r-L 33M2 CA M48 Date: 8123107 h mbili of design. parameters, and proper incorporation of Warning! —Verify design parameters and read notes before or P� y bracing to ensure This design is based only upon parameters shown, and is for an individual building component to Ix installed and loaded venially. ApP ntiin , Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good ion f the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general 03 guidance regarding component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support of individual web members i only. Additional tempo stability during construct fabrication, quality control, storage, delivery, erection and bracing consult ANSUsfr 1 N Practice jor Handling. /nsKdling &Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I i Job Truss 12304 T48 84 &9WONENTS, APOPKA. FL. 4-9-13 9-4-2 4-9-13 4-6-5 I1 ROOF TRUSS 1 Job Reference (optional - 6.500 s Mar 8 2007 -ITek Intlus 24-B-3 28-11- 13-10-7 i1813-12 204-12 2-00 4-3-7 4-3-7 4-6-5 4-6-5 25.4 II ].6.4 II Job # 4372-El Inc. Thu Aug 23 15:02:11 2Vb$age 1 33-6-8 4-6-15 SCN• • 1:fi5.1 4.e = e ° u H r- 0-M 0-0-0 20-4-12 26-9-14 — " 18 4-12 6-3-15 1211-5 6-0-7 2-0-0 6-5-2 6$-10 6-3-15 6-0-7 Plate Offsets X Y : 3:0-4- 00-3-0 :04-B 0-3-0 11:0-4-B 0-3-0 14:0-4-8 0-3-0rHorz(TL) EFL in (lot) I/dell L/d PLATES GRIP 7CS' MTP0 244/190 LOADING(Ps!) SPACING 1�4 TC 0.24ert(l1) 0.251314 >999 240 MT18H 244/190 TCLL 20.0 Plates Increase 1.25 BC 0.56ert(TL) -0.46 13 14 >862 240 TCDL 10.0 Lumber Increase 1.25 Y/g 0 68 0.10 10 �a n/a Weight: 1791b BCLL 0.0 Rep Stress Incr YES Matrix) BCDL 10.0 Code FBC2004/TPI2002 BRACING od sheathinadirectly pplied or 6-1 7 pc braccinyl0-1t5 oc purlins, except end veneels. LUMBER TOP CHORD Structural wo TOP CHORD.2 X 4 SYP N0.2 BOT CHORD Rigid ceiling directly BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 16=87310-3-8, 10=87310-3-8' Max Uplift16=374(LC 4). 10=374(LC 4) FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 16-17=92166, 1-17=88/65, 1-2=1i2111, 2-19=-1420/619, 3-19=1420I619, 3�=22211977, 4-5=2322/1034, 5-6=2322/1034, 6-7=2322I1034, 7-20=1485t644. 8-20=1485/644, 8-9=-4 , 10-18=88162, 9-18=83161 BOT CHORD 15-16=522/1142, 14-15= 867/1906, 13-14=-105212327, 12-13=103412322; 11-12=83511(�38, 10 11 499/1085 0/600 WEBS 2-16=1326/615, 2-15=2181625, 3-15=-6911352, 3-14=157/447, 4-14=239/168, 4-13=-6131, 5-13=25154, 6-12=223144. 7 12= 248/601, 7-11=6121332, B-11=252I695, 8-10=128 NOTES zone; cantilever left 1) This truss has been chat ed for uniform roof live load only, except as noted. ExP B; endosad; MWFRS interior zone and C-C Exterior(2) 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for in and forces, and for MWFRS far reactions specified4�uempaa 3) Provide adequate drainage to prevent water ponding. • 4) All plates are MT20 plates unless otherwise indicated. • A. GJ 65) This truss ) This truss hasubeen designed for a 10 r the 0 ps bottom th chord live loadnt Method hnonconcurent w nyen this truss is chosen fotheror ave loads ante inspection. �� 7) Provide 8) Warning: Additle ional conn,e Lion (by others) of and stability bracing for )bearing uss system(notpas ic rt of thisfcomponent design) is aanding 374 lb uplift at lways required.nt 16 and lb uplift at jcnt 10. ` e C4 LOAD CASE(S) Standard NO245 CC - Sarnua® A- 13 roe riterg, PE, DAN800 E09 fseerl 91 LLC P.O. Box 940 AP00 Beach, FL 3MI2 CA M48 Date: 8123107 Applicability of design parameters and proper incorporation of II'arning!—Verify design parameters and read notes before use. bracing to ensure of individual web members only. Additional temporary g This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. App component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support delivery, lity 01, and bracing consult ANSI TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI I-03 Guide to Good stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding G ng ere fabrication, quality control; storage, rY Practice jar Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Pin Institute, 583 D'Onofrio Drive, Madison, WI 53719. v' Truss Truss Type ri2304 T49 ROOF TRUSS 84t@trONENTS, APOPI(A, FL. 13-10- 4-9-13 4-9-13 4-6-5 4-6-5 City PIY 1 8-0-12 20-4A 4-6-5 2-M s a.e li YS.<11 BUILDING PRODUCTS Job # 4372-E1 1 Job Reference (optional) i.500 s Mar 8 2007 MT— Industries. Inc. Tht 24-8-3 28-11-9 4-3-7 4-3-7 h5 = 4-6-15 Spl. • 1:56.1 0-M 0-" 26-9-14 184-12 20-4-12 g$-10 6-3-15 12-4-5 2-" 6-5-2 6-3-15 6-0-7 6 7 Plate Offsets X Y : 3:0.4-8 0.3-0 :0.4-6 0.3-0 11:0-4-80-3-0 14:0-4-8 0.3-0In (la) Vdell Ud PLATES GRIP C51 DEFL MT20 244I190 SPACING 1-4-0 Vert(LL) 0.251314 >999 360 MT18H 244I190 LOADING (psf) TC 0.24r=VH �(TL)-0 45 13-14 >873 240TCLL 20.0 Plates Increase 1.25 BC O.55TCDL 10.0 Wmber Increase 1.25 WB 068orc(TL) 0.10 10 �a n/a Weight: 1801b BCLL 0.0 Rep Stress Incr YES (matrix) BCDL 10.0 Code FBC2004/TP12002 BRACING lied or3-11-2 oc puriins, except end verticals. LUMBER TOP CHORD SBOT CHORD Rigid ceiling directly apPStructurall wood sheathing ddl� t61Y1 P3 oc bracing.TOP CHORD 2 X 4 SYP No.2 WEBS HORD 2 X 4 SYP No 3 l REACTIONS (lb/size) 16=873/D-3-8, 10=873103-8 Max Upliftl6=374(1-C 4), 10=-374(LC 4) FORCES (lb) - Maximum CompressionlMaxlmum Tension 4-5=2302/1026, 5-6=-2302I7026, 6 7=2302/1026, 7-20=1473638, &20=-14731638, B-9=4219, TOP CHORD 16-17=-92166, 1-17=87/65, 1-2=41/11, 2-19=-1408/614, 3-19=14081614, 3 4=2202/969, 31597 10-18=87/62, 9-18=-83I61 BOT CHORD 15-16=518/1133, 14-15=859/1890, 13 14-1043/2307, 12-13=1026/2302, 11-12=82811822, 10-11=49511076 WEBS 2-16=1319/612, 2-15=217/624, 3-15=688/351, 3-14=156/445, 4-14=-2381168, 4-13=-6/31, 5-13=25/54, 6-12=223144, 7-12=-2461598, 7-11=-6111331, 8-11=-2511693, 8 10=127 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2Psf; BCDL=6.Opsf; Category II; ign B; enclosed, MWFRS interior zone and r Exterior(2) r zone; cantilever I eft and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. �praArnaaa 3) Provide adequate drainage to prevent water ponding. ` A@, 4) All plates are MT20 plates unless otherwise indicated. a+. y 5) This truss requires plate inspection Per the Tooth Count Method when this truss is chosen for quality assurance inspection. IV. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical p al connection and others) of truss to stability bracing for bearing sae (notte capable bf withstanding component design) 1 as always required. lb uplift at joint 10. 8) Warning. * S LOAD CASE(S) Standard * I No. 34245 e w !7 A !C!A 5� f Qrr�Art lrit7< Samus! A- Drees'erg, RE, DANS00 E'+g raering, lLC P0. Box 340D FL 33572 CC 2 A,"� ch, Date: 8123107 IVarningt—Verify design parameters and read notes before use hcabili of design parameters and proper, incorporation of This design is based only upon parameters support of individual web members only. Additional temporary bracing to ensure peters shown, and is for an individual building component to be installed and loaded vertically. APP component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral re po ring Wl 53719. delivery, erection and Bracing, consult l perm n[ t bracing Design Standard for -Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designee For general guidance regarding fabrication, quality control, storage, Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, , Truss Truss Type r1204 T5 ROOF TRUSS &q,d;&MPONENTS, APOPKA, FL. 7-10-2 11-7-7 15-4-12 17-4-1', 4-0-13 2-M 4-0-13 3-9-5 3-9-5 3-9-5 0-0-0 r 5-0-7 I1 1 Job Rel 6.500 s Mai 21-8-9 26-M 4-3-13 4-3-13 W = 5-4-12 17-4-12 23-1-13 " 5-0-7 2-0-0 5-9-1 5-9.1 DE Job # 4372-El duslries, Inc. Thu Aug 23 15:02:13 20070 1 30-4-3 34-118 4-3-13 4-7-5 &e• • 155.6 4-11-8 6-0-9 0-0-0 5-3-15 Plate Offsets X Y : 4:0-4-8 0-3-0 8:0-4-8 0-3-0 13:0-5-0 0-4-8 DEFL in PLATES GRIP (loc) Udell Ud MT20 244/190 G SPACING 1-0-0 1.25 CSI TC 0.68 Vert(LL) 0.54 Vert(TL) -0.97 14 >76 3360 13-14 >426 240 20. TCDL 10.0 TCLL 10.0 Plates Increase Lumber Increase 1.25 BC 0.75 WB 0.75 Horz(TL) 0.12 11 nla nla Weight: 1971b TCDL BCLL 0.0 Rep Stress Incr YES Code FBC2004/TP12002 ( Matrix) BCDL 10.0 BRACINGhad sheathindirectly appliedor 2-11-10 oc PurBns, except end verticals. LUMBER 2 X 4 SYP No 1 TOP CHORD BOT CHORD Structural wood Rigid ceiling directly applied 7 9 bracing. TOP CHORD BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 "Except' W2 2 X 4 SYP No.2; W2 2 X 4 SYP No.2 REACTIONS (lb/size) 19=911/038, 11=91110-3-8 Max UPIIft19=391(LC4), ll=-391(LC4) FORCES (Ib) - Maximum CornpressionlMaxmum Tessin 4-5=-4359/1945, 5 6 4359/1945, 6-7 4359/1945, TOP CHORD 1 -20 9105/734 1-203 902416/1054,19-23� 241611054, 9_10-13 55169/949,138=�/zs 99n1 130T CHORD 18-19=763l1722, 17-18=131054, 7, 16-17=1367/3017, 15-16=1760/3904, 14-15=1945/4359, 13-14=1875/4154, 12-13=150613319, 11-12=B83/1937 WEBS 2-19=1776/813, 2-18=2861769, 3-18=10371510, 3-16=-2961761, 416=-4551260, 4-15=207/505, 5-15=126/93, 6-14=-103192, 7-14=76 , 8 7-13=349/224, -13=-2661721, 8-12=1059/531, 9-12=-270f75B, 9-11=-1948/895 NOTES II; Exp B; eriGosed; MWFRS interior zone and GC Exler or(2) zone; cantilever left 1) This truss has been checked for uniform roof live load only except as noted. 2) Wlnd: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water pnding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This,) This truss truss requihas res plate designed for inspection per 0 ps boo tom th chornt dlivehod when n neor current with any fother live loads.ante inspection. 8) Warble Ovining: rig: Add 6onal permanent and stabilitof truss to y bracing for truss system (nplate ot part oof f thisfcompnent design) ng 391 lb uplift is always rnt 19 equired 1b uplift at joint 11. LOAD CASE(S) Standard GAFF w ; No. 342-45 t rr,'SE 10* flt Samu®'. A- Greafiterg, P.6. DANISCC E'19 NwIng, ILC P.O. Box 340D Apollo BwOh, FL BM72 CA M441 Date: 8123107 Warning! —Verify design parameters and read notes ndJ is use. bracing to ensure t rt of individual web members only. Additional temporary g This design is based only upon parameters shown, and is for i individual building component to be isf a en oa component is responsibility of building designer —not truss designer or truss engineer. Bracing shown is for lateral suppo erection and bmci. consult ANerman 1 National Design verallStandayd for hfetal plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desi�}ter. Far gcnaral guidance regarding fabrication , quality control, storage, delivery, - , Practice for Handling. Installing & Bracing ofMeml Plate Connected Wood Tntsses from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 5371 . L__ -. _ . . 12304 IT50 4-9-13 Oty Ply RELIANT BUILDING PRODUCTS Truss Type DE Job # 4372-E1 ROOF TRUSS Job Reference tional 6.500 s Mar 8 2007 MlTek Industries, Inc. Thu Aug 23 15:02:14 2%$age 1 28-11-9 33- 18-4-12 20-4-12 24-8-3 6 8 9-4-2 13-10-7 2-0-0 4-3-7 4-6-15 sue- ssa 4-6-5 4-6-5 4-6-5 4-3 7 e.e = ss= as= 0-" 0-M 20-4-12 26-9-14 4 6-3-15 12 -5 1 18-4-12 6-0-7 2-0-0 6-5-2 6 8-10 6-3-15 6-0-7 Plate Offsets X Y : 3:0-4-8 11:0-4-8 0-3-0 14:0-4-8 0-3'0 DEFL in (10c) Well L/d PLATES y �GRIP90 CSI MT20 =10.0 SPACING 1-4-0 TC 0.24 Vert(LL) 0.2413-14 >999 360 MT18H 2441190 Plates Increase 1.25 Vert(TL) -0.45 13-14 >886 240 Lumber Increase 1.25 BC 0.55 Horc(TL) 0.10 10_ rda n/a WB 0.68 Weight:180lb Rep Stress Incr YES MatraCade FBC20D4ITPI2002 (Matrix) TOP Iced or 3-11-6 oc Purlins, except end vent ells. LUMBER TOP CHORD Structuralwoodsheathing applied edd redly 2 oc bracing. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly app TBSHORD 2 X 4 SYP No-2 WEX 4 SYP No.3 REACTIONS (Ib/size) 16=873/0-3-8, 10=873/0-3-8 Max Upliftt6=374(LC 4), 10=374(LC 4) mpression/Maximum Tension TOP CHORD 16-17=92166, 1-17=87165, 1-2=-00111, 2-19=-1394/607, 3-19=1394I607, 3-0=-21801959, 4-5=2279/1015, 5-6=2279!1015, 6-7=227911015, 7-20=1458I632, &20=14581632, 8-9�31 , FORCES (lb) - Maximum Co 10-18=8712/1 'Mj482/61 BOT CHORD 1516=512I119-1 1415 85111871, 13 14-103212284, 12-13=1015/2279, 11-12=819/1804, 10-11=490/1066 WEBS 2-16=-1310/608, 2-15=2171623, 315=684/349, 3-14=155A,13, 4-14=238/168, 4-13 6/31, 5 13=25154, 6-12=223!144, 7-12=-245/594, 7-11=6091330, 8-11=250I690, 8-10=126 5 93 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp 8; enclosed; MWFRS interior zone and C C FRSfor r zone; cantilever I eft and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. + a r 4) All plates are MT20 plates unless otherwise indicated.inspection. 5) This truss ) This truss requires plate designed i inspection per 0 psi boolth chord Int eveoad noncwhen honctruss rent with anyfotheruave loads.ante 1pfift at has lb L 4 7) Provide mechanical connection al permanent and others) f trussbracing for truss system plate (not ble oofthistanding 74ent des gn) is always requnt 16 and ired lb uplift at joint 10. �i�:,•�C�IVs ••; q�9 G 8 Warning: � • • .,tr r LOAD CASE(S) Standard b No. 3245 '•� Sarnue° A- Greanterg, PE, DANSCO Eng nearing, lLC P.O, Box 940a pL 33572 CA M4a Date: 8123107 {Nanning! —Verify design parameters and read notes before use llcabili of design parameters and proper incorporation of oyof building tes shown, n not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing [o ensure This desiyr is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. PP gner component is gconresponsibility ra e delivery, erection and bracing, consult ANSIlfPI 1 National Design] Standard for Metal Plate Connected Wood Truss Cautructiar and BCSI 1-03 Guide to Good stability during wf the responsibility df the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingGGood ctim fabrication, quality control, sto g fabrication, for Handling, !rot. sing &Bracing , Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, WI 53719. 4-6-15 W2 = T51 4.3-7 ROOF TRUSS V ply RELIANT BUILDING PROTC sl=#4372-El. 11llli.. Job Reference ional 6.500 s Mar 8 2007 MTek Indusufes, Inc. Thu Aug 23 15:02:15 20070-b*e 1 3-1-12 15-1-12 4-6-15 4-3-7 2-0-0 4-3-7 4-3-7 ]v5 = ]v5 = 5.9 = 95v5 = rl 0-0-0 0-M 15-1-12 21-6-14 6-8-10 13-1-12 6 5 2 6 8-10 6-5-2 2-0-0 6-8-10 Plate Offsets X Y : 11:05-0 0-4-8 14:0-5-0 0-4-8 in (lot) Ildefl Ud PLATES GRIP CSI LL)DEFIL 0. in 13 Well 3ld Iv1T20 244/190 LOADING(psf) 11 SPACING 11.25 TC 0.21 Vert(TL) >999 360 Plates Increase 1.25 BC 0.33 Vert( Tl) -0'19 13 TCLL 20.t Lumber Increase 1.25 Hom(TL) 0.05 10 rile nla Weight: 196lb TCDL 10.0 WB 0.64 BCLL 0.0 Rep Stress Ina NO (Matrix) BCDL 10.0 Code FBC2004ffP12002 ( ur ins, except end verticals. BRACING lied or 5 311 oc P LUMBER TOP CHORD Structural wood slily applied or directly 3 oc bracing. TOP CHORD 2 X 6 SYP No.2BOT BOT CHORD Rigid ce ling directly app WEBS CHORD 2 X 4 SYP No 3 REACTIONS (lb/size) 15--93310-3-8, 10=93310-3-8 Max Uplift15=-400(LC 4), 10=-400(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 15-16=-88/61, 1-16=83I59, 110-1�--89161,13, 19-17=83r60. 18-19=1633r708, 3-19=t633r708, 3�=-2224/990, 4-5=-22241990, 5-6=-2224I990, 6-7=2224/990, 7-20=163?J708, 20-21=1632I70 8-21=1632(708, 8 9 46113, BOT CHORD 14 15=5531263, 13-14=910/2007, 12-13-99012224, 11-12=9113---1 , 1 8, 6-1252/1201 WEBS 2-15-14061656, 2-14=265l733, 3 14=6381-99 2224, 191267, 5 13-100188, 6-12=100188, 7-12=-98/267, 7-11=-639/345, 8-11-266I735, 8-10=1404 1656 NOTES RS interior zone and GC Exterior(2) zone; cantilever left 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11, ign B; enclosed; members and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C to members and forces, and for MWFRS for reactions specified,�„"„�++ 3) Provide adequate drainage to prevent wafer ponding. � 4) This truss requires plate inspection Per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) This truss has been designed fora pert psf bottom chord live load nonconcurrent with any other live loads. �i rt concentrated loads) 200 lb down and 89 lb up at 7-10-0, and 200 lb down and 89 ;G 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400I( uplift at joint 15 and 400 lb uplift at joint 10. . . 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppo . lb up al 20 5-0 on top chord. The design/selection of such connection devices) is the responsibility of others. ZGO • i ~ 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. * NOZ�irJ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are rroted as front (F) a back (B).. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads (plf) Vert: 1-9=40, 10-15=13 j51 �Y Concentrated Loads (Ib) la�•ee,lµtd Vert: 19=-200(F) 20=200(F) Sannu®° A. 0Mant rig, E- DANSCQ E1 A LC ..0, 9ox 940D Apollo Eaaoh, FL 32812 CA W48 Date: 8123107 .. ..F lrrabili of design parameters — P—i, �-- �- support of individual weh members only. Additional temporary hracing to ensure Warning! —Verify desigrc parameters and read Hares and is use This design is based only upon parameters shown, and is for i individual building component to be installed and loaded v f indivi individual w of the building designer. For general guidance regarding component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral re is stability during construction is the responsibility of the erector. Additional pennanent bmeing of the overall structure is tPlate connected Wood T he responsibility fabrication, quality control, storage, delivery, erection and bracing, o ringed Dsu Trusses from Ttrruss plat tional el institute, 583 D'Onofnosign Standard Jor lDrive, Madison, Wl 53719 ss Corurruction and IICSI 1-03' Guide to Goo Practice for Handling, Installing & Bracing of Metal Plate I Job Trw 12304 T52 64dWMPONEN I S. APOPKA, FL. 4-6-15 4-6-15 $IF 0-M 6-8-10 TRUSS 1-10-5 13-1-1 4-3-7 4-3-7 :=RELI"'ANTBUILDING PK"DEJJob # 4372-El l/ence tional8 2007 MRek Industries, Inc. Thu Aug 23 15:02:17 20070e 1 ' 23-8-9 28 3 8 5-1-12 19-5-3 4-6-15 2-0-0 4-3-7 4-3-7 s.= cas.a 3-1-12 15-1-12 21-6-1, 2-M 6-5-2 R_5.9 PM 0-0-0 6-8-10 PlateOffsets X 11:0-5-00-4-6 14:0-5-00-4-8 Ilden Uld PLATES GRIP DEFL in (loc) >999 350 MT20 2441190 SPACING 1-4-07E5:1 Vert(LL) 0.18 13 >999 240LOADING(Psf) pa1e5 Increase 1.25 Vert(TL) -0.18 13TCLL 200 Florz(TL) 0.05 10 n/a nlaTCDL 10.0 Lumber,lncrease 1.25 Weight 196lb BCLL 0 0 Rep Stress Incr NO BCDL 10.0 Code FBC2004(fP12002 BRACING bed or 5-3-8 oc pudins, except end verticals. LUMBER TOP CHORD Structural wood slily applied or 8-0-2 oc bracing. TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly app WEBS HORD 2 X W 4 SYP No 3 REACTIONS (lb/size) 15=933/0-3-8, 10=93310-3-8 f Max Upliftl5=400(LC 4), 10=-400(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD RD 15-16=88160, 1-16=82/59, 1-2=-45112, 2-18=16183r59� 18-19=16191702, &19=16191702, 3�=2205/982, 4-5=22051982, 5-6=-2205/982, 6-7=22051982, 7-20=16181702, 20-21=1618/702 , 8-21=16181702, 8-9=-45112, 119 9, 12-13 9-17�-982 /652 BOT CHORD 1'4 15=-548/1193, 13 14 4/731989, 12-13=343, 3205, 181266,-13=-10, 10-11=-54710018 WEBS 2-15=13981653, 2-14=264/731, 3-14=636/343, 3-13=981266, 5-13=-100/88, 6-12=100/88, 7-12=98/265, 7-11=637/344, 8-11=2651732, B-10=1397 NOTES RS interior zone and C-C Exterior(2) zone; cantilever left II; Exp B; enclosed; MWF 1) This truss has been checked for uniform roof live load only, except as not 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is des igned for C-C for members and forces, and for MWFRS for reactions specifi+�e,o",poi 3) Provide adequate drainage to prevent water ponding. + r 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. late capable of withstanding 400 lb uplift at joint 15 and 400 Ito uplift at joint 10.L�G tV /fr 5) This truss has been designed fora'' 10.0 psf bottom chord live load nonconcurf wi with any other lb a loads. 6) Provide mechanical connection device(s) viceOothers) shall truss to bearing pload• • . •,� 7) H ovide m c other connection The oftruss of sproviduch connection de vce(s) i cilia aced responsibility of b down and 89 lb up at 7-10-0, and 2001b doom and 89 $ f(r •. •' • e9 lb up at 20-5-0 on top chord.design/selectionGO • tr w to the face of the truss are noted as front (F) or back (B). 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • + � . 9) In the LOAD CASE(S) section; loads applied GF LOAD CASE(S) Standard 1) Regular: Wmber Increase=1.25, Plate Increase=1.25 Uniform Loads Of) Vert: 1-9=-40, 10=15=13 A7r:dr Concentrated Loads (Ib) 194.5nuo'=5 Vert:19=-20o(F) 20=200(F) SamU®'• A. of &re0eflg u c E. DANSCQ e e P.O. Box 3487 AP01IO B"Oh, FIL 33512 CA W48 Date: 8123107 parameters and proper incorporation of PW A hcabiem embers design P P biacing�to ensure Warn ing!—Verijy design parameters and read notes 6ejore use. This design is based only upon parameters shown, and is for an ,individual building component to be installed and loaded vertically. PP l Design t Standard for Metal Plate Connected Wood Truss Consnvction and BCSI 1-03 Guide to Good nof the erector. Additional permanent bracing of the overall suvcture is the responsibility of the building designer. For general guidance regarding ' component is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary stability during construction .is the responsibility. e fabrication, quality control, stomge,'delivery, erection and bracing, consult Ah,,ses l 1 Nruss Practice jot Handling, trot, ling &Bracing ojMetaI Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onotno Drive, Madison, Wl 53719. Dly�-RE-LLANTG PRODUG i 5 Trues Type DE Job # 4372-E1 Job 153 ROOF TRUSS tional12304 6500 s Mar 91.0MiTek Industries, Inc. Thu Aug 23 15:02:18 20070 e 1 MPONENTS, APOPKA, FL. 23-8-9 28-3-8 15-1-12 19-5-3 8-10-5 13-1-12 4-3-7 4-6-15 4-6-15 2-0-0 4 3 7 4-6-15 4-3-7 4-3 7 0-0-0 6-8_10 ]v5 = 3.5 = 5-1-12 21-6-14 2-M 6-5-2 6-8-10 5.9 = 9W = 1 In 0-M 6-8-10 Plate Offsets X Y: 11:0 SO 0 4-8 14:0-5 0 0 4-B PLATES GRIP CSI DEFL in (loc) Ildefl Ud MT20 244I190 SPACING :1�2 Vert(LL) 0.10 13 >999 360 LOADING(psf)TC 0.20 Vert(TL) -018 13 >999 240 TCLL 20.0 Plates Increase BC 0.32 0.05 10 rva rda TCDL 10.0 Wmber Increase WB 0.64 Hcrz(TL)Weigh[:1961bBCLL 0.0 Rep Stress Ina Matrix)BCDL 10.0 Code FBC2D04/TP BRACING LUMBER TOP CHORD Structural wood sheathing directly applied bracing. -313 oc pudins' except end verticals. TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied BOT CHORD 2 X 6 SYP No-2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 15=933/0-3-8. 10=933/0-3-8 Max Upllftl5=-400(LC 4). 10=-400(LC 4) FORCES (lb) - Maximum Contpression/Maximum Tension TOP CHORD 15-16=-87/60, 1-16=82I59, 1-2�14112, 2-18=1602J695, 18-19=1602/695, 3-19=1602/695, 3-4=21831972, 4-5=21831972, 5-6=2183t972, 6-7=21831972, 7-20=16021695, 20-21=1602169 8-21=16021695, 8-9=-44112, 10-17=-N/60, 9-17=82159 113-14=893/1969, 12-13=-972/2183, 11-Q2 89311970, 10-11=54211179 3/728, 3-14=6331342, 3-13=981264, 5-13=100/88, 6-12=100188, 7-12=-97/263, 7-1 WEBS 2-15=13901649, 2-14=261=635/342, 8 11=264I730, BOT CHORD 14 15=5421118, 8 10=1388164 NOTES RS interior zone and C C F� terior(2) zone; cantilever left 1) This,truss has been checked for uniform roof live load only, except a noted. ExP B, endosed; MWF . 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL 4.2 rip BCDL=6 . This Category and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions sped �,�,�,r„u't 3) Provide adequate drainage to prevent water p'onding. 4) This truss requires plate inspection Per the Tooth Count Method when this truss is chosen tot quality assurance insp on• A�y@, 5) This truss has been designed for 10.0 psf bottom chord live load nonconcu co concentrated load(s) 200 h any other live dlb down and 89Ib up at 7-10-0. and 2001b doom and 89 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 15 and 400 lb uplift at joint 10... ..9 7) Hanger(s) or other connection device(s) shall be.provided sufficient to suppo lb up at 20-5-0 on top chord. The design/selection of such connection devices) is the responsibility of others. $ I of this component GO . 8) Warning: Additional permanent and stability bracing ed to the face tru thetrusare n(nototed ar asfront (F) or back (Bdesign) is always required. ~ . NO x 24 9) In the LOAD CASE(S) section, loads app LOAD CASE(S) Standard V-PA, 1) Regular: Wmber Increae=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=40,10-15=-13 A)— 5Concentrated Loads (Ib) pad,l«ls .0 Vert: 19=-200(F) 20=200(F) Samu®`• A. Greanterg, PE, DANSCQ Fn8 reering, LLC P.O, Box 3403 AP000 8w0h, r-L 3MI2 CA MQ Date: 8123107 {Varningl—Verify design parameters and reaa times a i,x,� ���• nenl to be ulstaueu auu ...... members - - This design is based only u on parameters shown; and is for an individual building . Bra rt of individual web members only. t ton - regarding component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral sup po stability during construction is the responsibility of the erector. Additional permanent bracing of the overall swcture is the responsibilityd Wood of the building desigtec For ganeml guidance rcg.. ngco control, sIs the, delivery, erection and bracing, coµoIt ANsi/Tfrom Truss alaDel gtitutandar forD'OMriol Platerive, ConnecMadisote Wl 5371q ss Construction a,td BCSI 1-03 Guide to Good fabricauo , quality Practice jor Handling, Installing & Bracing ojMetal Plate Connected P Truss Truss Type Job T54 ROOF TRUSS 12304 4-6-15 8-10-` 4-6-15 4-3-7 0-0-0 6.8-10 10 Qty Ply RELIANT BUILDING P 11 1 Job Reference (option+ 6 500 s Mar 8 2007 Mi1eN 3-1-12 15-1-12 19-5-3 23 8 4 2-M 4-3-7 4-3-7 4-3-7 I — .1 2.5.4 It 3-1-12 15-1-12 21-6-1 6-5-2 2-M 6-5-2 Job # 4372-El 3.5 = 3.5 = 4-6-15 145.2 6-8-10 0-0-0 6-8- Plale Offsets X Y : 11:0.5-0 0-4-8 14:0-5-0 0.4-8 DEFL in (loc) I/ddl Ud PLATES GRIP SPACING 1 4 0 CSI 0.10 13 >999 360 MT20 244/190 LOADING(psf) TC 0.20 Vert(tl) >999 240 TCLL 20.0 Plates Increase 1.25 BC 0.32 Vert(TL) -0.18 13 TCDL 10.0 Lumber Increase 1.25 Wg 0.64 Horz(TL) 0.05 10 nla n/a Weight: 197lb BCLL 0.0 Rep Stress Incr NO (Matrix) BCDL 10.0 Code FBC2004ITP12002 BRACINGlied or 5 4 1 oc puriins, except end verticals. LUMBER TOP CHORD Structural wood sheathing edirectly -1 applied bracing. TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 15=93310-3-8, 10=933/0-3-8 Max Uplift15=-400(LC 4), 10=-400(LC 4) mum Tension TOP CHORD 15-16=87/60, 1-16=859, 1-2 7J�33112, 2-18=1589/689, 18-19=15891689, 3-19=15891689, 3-0=2164/964, 4-5=21641964' S"6=2164/964. 6-7=21641964, 7-20=1589I689, 20-21=1589 6 89 FORCES (lb) - Maximum CompressionlMaxi 8-21=1589/689, 8-9--43t12, 10-17=87/50, 9-17=-82159 BOT CHORD 14-15=538/1171, 13 14 885/1952, 12-13-964/2164, 11-12 6813---1 , /0-11=537/1169 WEBS 2-15=1383/645, 2-14=-263726, 3-14=-631/341, 3-13=97/263, 5 13-100188, 6 12=100/88, 7-12=97/262, 7-11 633341, 8 11=264/728, 8-10=1381I645 NOTES 1) This truss has been checked for uniform roof live load only, except as noted* 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; ign B; r C-Cfo; MWFRS interior zone and C C Exterior(2) for r zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed to C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. ` 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. @, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. rl concentrated load(s)0lb200Ib down and 89 lb up at 7-10-0, and 200 Ib down and 89 •T�f(r •.`C nV s '••�� a+� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4001b uplift at jdnt 15 and 400 lb uplift atjoint 1 . 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppo$ ' b •- •9{�a% i lb up at 20-5-0 on top chord. The design/selection of such connection devices) is the responsibility of others. 8) Warning: Additional permanent and stability bracing the fa a of the truss are noted ast of frontcomponenthis ) or back (gdesign) is always required. 9) In the LOAD CASE(S) section, loads applied ri0. 34245 LOAD CASE(S) Standard L +� OF 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=40, 10-15=13 P_ Concentrated Loads (lb) lao.stellfilas Vert:19=-200(F) 20=200(9 Sarno®'• A. C,reen -efg, P6, DANSCO Eng neering, L LC P.O. Box W3 Apoll,d ewes- KI_ BMI2 CA M48 Date: 8123107 Warning! Verify design parameters and read notes before use. support of individual web members only. Additional temporary bracing to ensure This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation o dance regarding component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral re is the responsibility of the stability durinconstruction ncontrolnsis the, espoery,iliirectof the erector. and bracing consult doal permanent t bracing Nationnl D sign Standard overallstructure for Metal Plate Connected WV Wood TrussnConstruccrion and BCS1 1 03or general ner. F'Guide to Good fabrication, quality - Practice ja• Handling, Installing & Bracing ojMetal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. T55 6-8-10 Oty ply REL truss Type 1 1 ROOF TRUSS Job fi.500 S 5-10-5 13-1-12 15-1-12 19-5 4-3-7 4-3-7 2-M 4-3-7 3-1-1 6-5-2 4-6-15 0-M :,G�PR DUCTSDE Job # 4372-EIdustries, ThuAug23 15:02:20 2��M- in.0_ z3 S-9 28-3-8 4-3-7 4-6-15 • 1 45.2 ]a5 = ]vs = 5-1-12 21-6-14 -- 6-8-10 2-" 6-5-2 DEFL in (loc) Udell Ud PLATES GRIPMT20 244/190 SPACING 1 4 0 CSI Vert(LL) 0.10 13 >999 360 LOADINGIPs� TC 0.20 Vert(TL) -0.17 13 >999 240 TCLL 20.0 Plates Increase 1.25 BC 0.32 Horz(TL) Lumber Increase 1.25 WB 0.64 0.05 10 Na Na Weight:197lb TCDL 10.0 Rep Suess Inc, NO (Matrix) BCLL 0.0 Code FBC2004fTP12002 BCDL 10.0 BRACING lied or 5 4-6 oc purlins, except end verticals. LUMBER TOP CHORD Structural wood sheathing a � bracing. TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied WEBS 2 X 4 SYP No 3 REACTIONS (lb/size) 15=933/0-3-8, 10=93310-3-8 Max Upliftl5=-400(LC 4). 10=-400(LC 4) FORCES (lb) - Maximum ComPressionlMaximum Tension 3-0=-2146/955, 4-5=21461955, 5 6=2146/955, 6-7=2146f955, 7-20=15761683, 20 21=1576IG83 TOP CHORD 8 216 5761683, 8-9 1/59. 110-17 87/601917'B?J59 18-19=1576/684. 3 19=15761684, 937, 10 11=53311160 BOT CHORD 14-15=534f1161, 13-14=-87811936, 12-13=-955/2146, 11-12=-878/1=100188, 7-12=961261, 7-11=631/340, WEBS 2-15=-1376/642, 2-14=2621724, 3-14=629/340, 3-13=971261, 5-13=-100/88, 6-128 11=263f726, 8-10=1374164 NOTES B; enclosed; MWFRS interior zone and GC Exterior(2) zone; cantilever left 1) This truss has been checked for uniform roof Eve load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Fgt ed for C u't and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specifiedA , 3) Provide adequate drainage to prevent water pending. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. late capable of withstanding 400Ib uplift at joint 15 and 400Ib uplift at joint d Y G IV 5) This truss haabeen designed for a 10.0 psf bottom chord live load nonconcurten�cenl concwith any entrated 200 lb down and 89 lb up at 7-10-0, and 2001b down and 89 �ia{(r ., � 6) Provide mechanical lerconneconnection t ton device(s) Ice(s)othershall be provided of truss to nsugifc teal to suppo� 7) Hanger(s) n/selection of such connection device(s) is the responsibility of ois always required. $$$� lb up et 20-5 0 on top chord. The desig `�+irJ ; y 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Ys : NO. - 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). x �. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=10, 10-15=13 Concentrated Loads (lb) t94r9mll it tti Vert: 19=-200(F) 20=200(F) 5vB = BUS 11 -M Samuia: A. Gtereee g 11.0 DANSCC S1 A P.O, Box 340D Apollo Beach, FL aMI'2 CA Z%4a Date: 8123107 hcabili of design parameters am F—'-- romerersand read notes before use. bracing to ensure Warning! —Verify design pa rt of individual web members only. Additional temporary This desig is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. App of the building designer. For general guidance regarding component is responsibility of building designer — not truss designer or tmss engineer. Bracing shown is for lateral suppo erection and bracing consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood 9. Cautruction and BCSI 1-03 Guide to Good stability during responsibility is the responsibility of file erector. Additional permanent bracing of the overall structure is the responsibility const fabrication, quality control, storage, delivery, Practice for handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719. L— -- - — -- ... -. r,2 • Truss Truss Type I 04 756 ROOF TRUSS MPONENIt, APOPKA, FL. ' 13-1-12 15-1-12 4-6-15 8-10-5 4-6-15 4-3-7 4-3-7 2-M 0-0-0 6-8-10 13-1-1 6-8-10 6-5-2 Plate Offsets X Y : 110-5.0 0-4-8 14:0-5-0 0-4-8 I/dam Ud PLATES GRIP CSI DEFL 0.10 in (I13 >999 360 MT20 244/190 LOADING(psf) SPACING 140 TC 0.20 Vert(LL) TCLL 20.0 Plates increase 1.25 BC 0.32 Ved(TL) -0.17 13 >999 240 TCDL 10.0 Lumber Increase 1.25 WB 0.64 Horz(TL) 0.05 10 Na n/a Weight: 197lb, BCLL 0.0 Rep Stress Incr NO Matra BCDL 10.0 Code FBC2004/TPI2002 ( ) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. TOP CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No-3 REACTIONS (lb/size) 15=933/0-3-8, 10=933/038 Max Upliftl5=-400(LC 4). 10=-700(LC 4) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 15-16=86/60, 1-16=81/59, 1-2=-41/11, 2-18=-1560/677, 18-19=1560/677, 3-19=15601677, 3-0=2125/946, 4-5=-21251946, 5-6=-2125/946, 6-7=2125/946, 7-20=15601677, 20-21=15601677 8-21=1560/677, 8-9�2/11, 10-17=87/60, 9-17=81/59 BOT CHORD 14-15=528/1150, 13-14=-869/1917, 12-13=-94612125, 11-12=5-13 -ID 10-11=52811148 WEBS 2-15.1368/638, 2-14=2611722, 3-14=-627/338, 3-13=96/260, 5 13-100188, 6-12=100/88, 7-12=961259, 7-11=628/339, 8-11=26?J724, 8 10=1366/638 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; 1, =30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; ExP B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever I eft and right exposed ; Lumber DOL=1.60 Plate grip DOL=1.60. This thus is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. ` 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..., . V It concentrated 00lb ) 200 at down and 89 lb up et 7-10-0, and 2001b down and 89 `GPI 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4001b uplift at joint 15 and 400 lb uplift at joint d p 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppo X . . s) is the responsibility of others. lb up at 20-5-0 on top chord. The design/selecton of such connection devicei.J $) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of line truss are noted as front (F) or back (B). N4424�J LOAD CASE(S) Standard x �• A {rl 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-40, 10-15=13 A)— u�i��� � Concentrated Loads (lb) Vert: 19=-200(F) tP�■em 20-200(F) ..e , — II 1W II Oty ply RELIANT BUILDING PRODUCTS Eob # Al72—El 1 1 DE Job YJ Job Reference lional 6.500 s Mar 8 2007 M7ek Industries, Inc. Thu Aug 23 15:02:22 20070�e 1 19-5-3 23-8-9 28-3-8 4-6-15 4-3-7 4-3-7 Sal. • cesz 15-1-12 L'-O-'" 2-0-0 6-5-2 3.5 = 3.5 = -M 6-8-10 Sarmun! A. 01`04*0rg, PE, DANSCO E,Ig nearing. LLC P.O, Box 3405 �L 33572 AC.AA M48 oh, Date: 8123107 Warning! —Verify design parameters and read notes before usu to of individual web members only. Additional temporary bracing to ensure This design is based toonl of buildinon g designeters r nond is t truss designer destgnerdordtrussbentg veer. Bracing t shown issfor eateral supportd and loaded vertically Applicability of design parameters and proper incorporation of r. For general dance regarding component is responsibilityennl structure i stability during construction is the responsibility ofthe andrbracingA onrsultaANS1/fPlnl Natio al Design standard I dard for Metal Plats the e° nectedty oWood Truf the ss Construct on and BC51 1 03t Guide to Good fabrication, quality control, dotage, Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss plate institute, 583 D'Onofrio Drive, Madison, WI 53719. L..__ . _. °-u 4-2-0 Sctl, • 118A 4-2-0 4.. = 8-4-0 Plate Offsets X Y : 3:Ed a 0-2-0 in (loc) DEFL PLATES GRIP MT20 244/190 71ded CSI LOADING(psf) SPACING TC 0.12 Vert(LL) -0.13 4 5MT18H Vert(TL) -0.32 4-5TCLL 244/190 Plates Increase 20.0BC 0.39 Horz(TL) -0.00 4 T1.25 TCDL 10.0 Lumber Increasy/g 0.06 Weight: 491b BCLL 0.0 Rep Stress IncrMatrix)BCDL 10.0 Code FBC2004 BRACING directly °C Purlins, except end vertiCats. LUMBER TOP CHORD Structural wood sheathing � �UOy-0a-POPh� b a �-0 BOT CHORD Rigid ceiling directly applied TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 2 X 4 SYP No.3'ExcePt' WEBS W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 REACTIONS (lb/size) 5=201/0-3-8, 4=201/0-3-8 Max up6k5=-85(1-C 4), 4=85(LC 4) FORCES (lb) - Maximum CompressionlMaximum Tension 4-7=-�63, 3-7-57163 1-8>3/3, 2-8=3/3, 2-9= 3/3, 3 9 ' TOP CHORD 5-6=-56/63,1-6=57/63, BOT CHORD Z 5 1251112 160, 2-4 -143/160 WEBS eft NOTES 1) This truss has been checked for uniform roof live load only, except as noted. h=3011; TCDL=4.2psf; BCDL�.Opsf; Category II; Exp B; enclosed; MWFRS interior zone and r M EFRSf r r zone; cantilever for C-C for members and tortes, and for MWFRS for reactions specified 2) Wind: ASCE 7-02; 120mph; right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed r and 3) Provide adequate drainage to prevent water ponding. Count Method when this truss is chosen for quality assurance inspection. 4) All plates are MT20 plates unless otherwise indicated. ��petl0ro�p+y @, 5) This truss requires plate inspection per the Tooth designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loa s. withstanding 85lb uplift al joint 5 and 85lb uplik atjoint 4. gb 6) This truss has been late capable of 7) Provide mechanical connection (by others) of truss to bearing p stability bracing for truss system (not part of this component design) is always required. aaF�' ii 8) Warning: Additional permanent and t y No.34245 • LOAD CASE(S) Standard OF Sarnua! A- Gfeaneerrg tLC E. DAN$= E' A Ing, P.0, Box 3405 �� 33572 Apollo A(S4�a oh , Date: 8123107 Applicability of design parameters attd proper incorporation of Warningi—Verily design parameters and read notes before use bracing r i ensure of of individual web members only. Additional temporary This design is based only upon parameters shown, and is for an individual building component to be installed and loaded veresponsib;pP of the building designer. For general guidance regarding component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the to C Y fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard jor hleral Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Goo Practice i jar Handling. control, lprg &Bracing ajMeml Plate Connected Wood Tntsses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 4-2-0 4-2-0 6:6 = 3 Us= 9 8-4-0 Plate Offsets X Y: 3:Ed e 0 2-0' I/deFl L/d DEFL n (lam) PLATES GRIP MT20 2441190 1 4 0 CSI >737 360 LOADING(psf) SPACING TC 0.12 Vert(LL) -0.13 4-5 >295 240 Plates Increase 1.25 Vert(TL) -0.32 4-5 MT18H 2441190 TOLL 20.0 BC 0.39 TCDL 10.0 Lumber increase 1.25 yyg 0 06 Horz(TL) -0.00 4 �a n/a YES Weight: 501b BCLL 0.0 Rep Stress Incr Matrix) BCDL 10.0 Code FBC2004rrP12002 BRACING tly applied or 6-0-0 oc purlins, except end verticals. sheathing LUMBER TOP CHORD Structural wood BOT CHORD Rigid cating directly applied 1rxr-0-0 oc bracing. TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 2 X 4 SYP No-3 *Except* WEBS W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 REACTIONS (lb/size) 5=20110-3-8, 4=201I038 Max Uplift5=-85(LC 4), 4=85(LC 4) FORCES (ib) - Maximum Compression/Maximum Tension 1-6=57163, 1-8=2/3, 2-8=2/3, 2-9=213, 3-9' 2/3. 4 7=56/63, 3 7=57/63 TOP CHORD 5-6=-56/63, BOB CHORD 2-5=1421160, 2-4=142/160 WEBS NOTES RS interior zone and C-C tiler or(2) zone; cantilever left 1) This truss has been checked for uniform roof live load only, except as rwtedl'' Exp B; enclosed; MWF h=30ft; TCDL 4.2psf; BCDL=6.Opsf; Category for C-C for members and forces, and for MWFRS for reactions specifi'�,,,",u'f 2) Wind: ASCE 7-02; 120mph; and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated.truss is chosen rance inspection• d when live loads. ` G .. ^. '0'%. nthis urrent with any other other 5) This truss 6) his truss requires ps( bootth chornt d live lb uplift at salt 5 and qu lb uplift at salt 4. esui been odes in p cti n per truss to bearing plate capable of withstanding is always required. �. v,C� IV $ ... 7) Provide mechanical connection (by others) of a and stabifdy bracing for truss system (not part of this component design) GO 8) Waming: Additional permanent . * ; No.34245 , LOAD CASE(S) Standard y J� pL -6 TTA'9E OF Il46 Samula! A. ofaoneOrg � DANSCO B' A po, Box 340D ��� ch, KL 83572 Date: 8123107 Applicability of design parameters and proper incorporation of desi n parameters and read lanes before use. bracing to ensure Warning. —Verify g P � 6 port of individual web members only. Additional temporary This design is based only upon parameters shown, and is for an individual building component to be installed and loaded verticallnsibilpp of the building designer.. For general guidance regarding component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral re is stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the to C tY 1 Plate Connected nsu d Trusses from Taus Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. fabrication, quality control, storage, delivery,Melia erection and bracing, consult ANSIrrPI I National Design Standard for Metal Plate Connected 6Vood Truss Cons6vction and BCSI 1-03 Guide to 0 Practice jor• Handling, Installing & Bracing of 4-2-0 fiuw . 1:197 4-2-0 4r6 = ] ]as = 6 7 ,s = 8-4-0 Plate Offsets X Y : 2:0 0-0 0 0 0 3:Ed e 0 2-0 DEFL n (loc) Well Ud PLATES GRIP 244/190 LOADING(Psf) SPACING 1 7-0 CSI TC 0.12 Vert(LL) -0.13 4-5 >737 4-5 >295 360 240 WT20 MT18H 244/190 TCLL 20.0 Plates Increase Lumber Increase 1.25 L25 BC 0.39 0.06 Vert(TL) Horz(TL) -0.32 -0.00 4 Na Na Weight: 50 lb TCDL 10.0 BCLL 0.0 Rep Stress Incr YES Cod FBC2004ffP12002 tYg (matrix) BCDL 10.0 e BRACING Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. LUMBER TOP CHORD TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 REACTIONS (lb/size) 5=201/0-3-8, 4=201/0-3-8 Max Uplifts=-85(LC 4), 4=85(LC 4) FORCES (lb) - Maximum CompressioNMaximum Tension 47=56/63, 3 7=57/63 TOP CHORD 5-6=-56/63, 1-6=57/63, 1-8=2t3, 2-8=213, 2-9=2/3, 3-9''�' BOB CHORD 2 5 WEBS 142/159, 2-4=142/159 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30f1; TCDL=4.2psf; BCDL=6.Opsf; Category II; ExP B; enclosed; MWFRS interior zone and r M Exterior(2) for r zeta; cantilever left and right exposed ; Lumber DOL=1.60 Plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. this truss is chosen for quality assurance inspection. 5) This truss requires plate inspection per the Tooth Count Method when 6) This truss has been designed fora 10.0 psf bottom chord live load nonconc blef wi with any other live loads. 8) Warning: Additional permanent and others) of truss to bracing bearing plat (nocapt Part o this tcomponent design) anding 85 lb uplift lis altways required plift at joint 4. g: LOAD CASE(S) Standard Sarnua' A- Gfoa'lberg, PE, DANSCO Efrg Moving. LLC P.O, Dox 940:1, Apollo 13eaah, Fl- 3MI2 CA W48 Date: 8123107 Inability of design parameters and proper incorporation of IVurning!—Verify design upon pars and read Hares before use gn g g P bracing to ensure This design is based only upon parameters shown, and is for an individual building . Bracing to be installed and loaded vertically. Applicability component is responsibility of building designer —not truss designer or truss engineer. Bmcin shown is for lateral support of individual web members only. Additional temporary g live erection and bracing consult l perm PI I National Design Standard for Metal Plate L'omtected Wood Truss Construction and BCSI 1-03 Guide to Good stability during responsibility is the responsibility of the erector. Additional permanent bracing of the overall structure is die responsibility of the building designer. I` general guidance regarding constr fabrication, quality control, storage, delivery, Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate institute, 583 D'Onofrio Drive, Madison, VJI 53719. I r ON RELIANT BUILDING PRO US Job fT u Y A372—El Truss Truss Type lJli U _ Job 1 1 ROOF TRUSS Job Reference tional 143pq - � T6 6.600 s Mar B 2007 MTek Industries. Inc. Thu Aug 23 15:02:25 20070E" 1 ' MPONENTS, APOPKA. FL. 30-4-3 34-11.8 17 4-12 21-8-9 26-06 7-10-2 11-7-7 15 4-12 4-3-13 4-3-13 4-7-5 6nb 1:55.6 4-0-13 3-9-5 2-" 4-3-13 4-0-13 3-9-5 3-9-5 Sx9 = 0-M 0-M 23-1-13 28-10-15 .. 10-4-5 117-4-12 5�1-12 5.9.1 6-0-9 5-3-15 2-0-0 5_g.t 5-3-15 5-0-7 5-0-7 Plate Offsets X Y : 4:0-4-8 0-3-0 8:D-0-8 0 3-0 13:0-5-0 0-4-8 P VgTEg GRIP 1 4 0 CSI DEFL in (loc) Ildefl L/d MT20 244/190 LBCLLO.0 SPACING TC 0.32 Vert(LL) 0.55 14 >755 360 Plates Increase 1.25 vert(TL) -0.97 13-14 >423 240 Lumber Increase 1.25 BC 0.68 Hp2(TL) 0.12 11 We Na WB 0.74 Weight:1971b Rep Stress Incr YES Matrix) Code FBC2004rIPI2002 BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. TOP CHORD 2 X 4 SYP NO-2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=911/0-3-8, 11=911/0-3-8 Mex Upliftl 9=391 (LC 4). 11=-391(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension 2=2139/36,_585991�2g511917, ORD 1-20=103!68, 1-20=98/62, 1-2=109/45,2-22=2139/936, 3-25!775-214-912391485/32TOPCH�1039. �5111=-14 1848/4095 8238, 16295,73 BOT CHORD 1819=773!1399- 334,16-17=347129745/8 11-12-871/1910 , , 4 16 4531259, 415=2031498, 5.15=125193, 6-14=-104/92, 7-14=74/218, WEBS 2-19=-1761/8052-18=284f765, 3 18=-1025/504, 316=-293/754 7-13=-3471223, 8-13=-2641714, 8-12.1047/525, 9-12=26af754, 9-11=-1931/887 NOTES zone; cantilever left II; Exp B; enclosed; MWFRS interior zone and GC Exter or(2)`� N++r 1) This truss has been checked for uniform roof live load only, except as not 2) Wind: ASCE 7-02; 120mph; I 30ft; TCDL=4.2psf; BCDL=6.Opsf; Category ` utm and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. ... 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated.n this truss is chosen for quality assurance inspection. ` • . 5) This truss requires plate inspection per the Tooth Count Method when late capable of withstanding 391 lb uplift at joint 19 and 391 lb uplift at joint 11. $ G 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing p S * : No. U245 � 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. , LOAD CASES) Standard Same! A. Gta2nterg, PE, DAN6C0 ESA Noting, lLC ?0' Box WD 33512 Apo(b B"Oh, FI CA Wild Date: 8123107 Applicability of design parameters and proper incorporation of If'arning!—Feria design parameters and read Hates nd is use. bracing to ensure This design is based only upon parameters g rt of individual web members only. Additional temporary g Haters shown, and is for an individual building component to be installed and loaded vertically. PP responsibility of the building designer. For general guidance regarding component is responsibility of building designer — not truss designer or truss engineer. Bracing shown is for lateral support stability during construction is the responsibility of t}te erector. Additional permanent bracing of the overall structure is il�e to C fe Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I National Design Standard jor Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to 00 Practice for Handling, patalling & Bracing of Job Truss Truss Type 12304 T7 ROOF TRUSS �MPONENTS, APOPKA, FL. 0 4-0-13 7-10-2 11-7-7 4-0-13 3-9-5 3-9-5 REM 0-0-0 1 1 Job Refere 6.500 s Mar a 5-4-12 174-12 L I-o-u 3-9-5 2-M 4-3-13 4-3-13 Job # 43 72-E1 , Inc. Thu Aug 23 15:02:26 4-3-13 4-7-5 ScN,•1:p5.p sxe = 2.5x4 11 �� p 7-4-12 23-1-13 ' 28-10-15 5-9-1 5-3-15 5-0-7 5-0-7 2-0-0 6-0-9 0-0-0 Plate Offsets X Y : 4:0-4-6 0-3-0 8:0-4-B 03-0 13:0-5-0 0-0-8 Udefl Lid PLATE GRIP LOADING(psl) SPACING 14-0 CSI TC 0.31 DEFL In Vert(LL) 0.53 (I�) 14 >776 360 MT20 244/190 TCLL 20.0 Plates Increase 1.25 1.25 BC 0.67 VeR(TL) -0.95 13 14 >435 240 n/a TCDL 10.0 Lumber Increase YES WB p.74 Horz(TL) 0.12 11 Ilia Weight: 197lb BCLL 0.0 Rep Stress Incr Code FBC2004/TP12002 (Matte) BCDL 10.0 BRACING Structural wood sheathing directly applied or 2-10-6 oc pudins, except end verticals. LUMBER TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS , 2 X 4 SYP N0.3 REACTIONS (lb/size) 19=911/0-3-6, 11=911/0-3-8 MaxUpllft19=391(LC4), ll=-391(LC4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 3 102/685 18203 882350I1025, 9-24 2350/1025,09910 -.3-22 1,1110/214114176, I21 97n0 23611890, 5 6=�23611890, 6 7�r236/1890, BOT CHORD 18-19-762/1676, 17-18=1328/2933, 16-17=-1328/2933, 15-16=-171013795, 14-15=1890/4236, 13 14=-18234038, 12-13=1464/3226, 11-12=859/1884 WEBS 7 13=3 43f79?82-18- 28n fi38 3-18=-10151499, 520, 9 126-267/750694116 911/877 4-15=201/493, 515=12593, 6-14=104192, 7-14=74/216, NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category It; Exp B; enclosed; MWFRS interior zone and C-C Exterior(2) zone; cantilever I eft and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions specified. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 19 and 391 lb uplift at joint 11. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard No, %245 t IAI � '' � -16 TrA'9E OF i//![tip Sarnua! A- Greanterg, PE, DAN$CC Eng fleering, ILC P.O, Box WD Apollo� ch, KL 33572 CA Date: 8123107 ff'arningl—Verify design parameters and read notes ad is use y Applicability of design parameters and proper incorporation of o ensure This design is based only upon parameters shown, and is for an individual building component to be engineer. Bracing sh... is for lateral and loaded v rt f indi . App component i responsibbili y o s bti ildin designir of of etruss designedd r tru is permanent b cing of the overall structurepiso the responsibility responsibility of rthe nbuilvu g designer, Additional Fort ge e�nidance bracing tregarding stability during constructi011 fabrication,or Haquality tyrocontrol, storage, & Bracing ojMernl Plate Conntected Wood TrNusses from Truss srlPlat el>stitute,r583 D'Onofriodard for iDrive, MadisonPlate , W1 5371d Wood 9 ass Construction and BCSI I-03 Guide to Good p j I Truss Type Oty Ply RELIANT BUILDING PRO�ESTOL 4372-EI Job Truss ✓ U ROOF TRUSS 1 12304 TB 1 Job Reference tional 6.500 s Mar 8 2007 M Tek Industries, Inc. Thu Aug 23 15:02:27 20070 t gloWMPONENTS, APOPKA, FL 4-013 7-10-2 11.7.7 15�-12 17-4-12 21-8-9 26-0-6 au q o - •• 4-3-13 4-3-13 4-3-13 4-7-5 4-013 3-9-5 3-9-5 3-9-5 P_0_0 s.a. • 1:55.6 50 = 2.5" II 2.5.4 II N N 0-0-0 0-0-0 5-3-15 10-4-5 15-4-12 17-4-12 23-1-13 28-10-15 34-11-8 5-9-1 6-0-9 5-3-15 5-0-7 5-0-7 2-0-0 5-9-1 Plate Offsets X Y: 4:0-4-8 0-3-0 8:0 4-8 0 3-0 13:0-5 0 0 4-8 11 Cc� DEFL in (loc) 1/defl Ud PLATES GRIP LOADING(psf) SPACING 140 TC 0.31 Vert(UL) 0.52 14 >801 360 M720 2441190 TCLL 20.0 Plates Increase 1.25 Verl(TL) -0.92 13.14 >449 240 TCDL 10.0 Lumber Increase 1.25 BC 0.65 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.12 11 Na Na Weight: 198lb BCDL 10.0 Code FBC2004/TPI2002 (matrix) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc pudins, except end verticals. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=911/0-3-8, 11=91110-3-8 max Uplift19=391(LC4), 11=-391(LC4) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 19-2 3 110//658 60. �8?23 82313/1009, 9 23>2313/1009, 9-110=- 19/49 016/909,1 �6, 10-21=-96/69 �167I1860, 5 6 -0167/1860, 6-7=4167118 BOT CHORD 18-19=750/1649, 17-18=1307/2885, 16-17=1307l2885, 15-16=168213733, 14-15=1860/4167, 13-14=-1793/3972, 12-13=1440l3174, 11-12=846/1854 _ WEBS 7-19=172 2208&13=-258IRK 3-28-10 I51g349 126-266(74789-176 B, 871866 415=1991488, 515=125/93, 6-14-104/92, 7-14=73/214, NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE-7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS inter or zone and GC Exterior(2) zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C to members and forces, and for MWFRS fa teaclions spec) I ` 3) Provide adequate drainage toprevent water ponding. �• 4) All plates are 3x5 MT20 unless otherwise indicated. EIS 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspecgon. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.`; . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 Ib uplift at allot s and 391 Ib uplift at joint 11. $ . 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 342-45 LOAD CASE(S) Standard am Sarnus' A. G(aenterg, PE, DANS00 E-1g rearing, lLC P.O, Bex WD Ap011,I) Beach, r-l_ 33M12 CA M4a Date: 8123107 Warning! —Verify design parameters and read notes before use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary guidance bracing regardinge erector. ensure l structure is fabneaty dution, quality couctionsis he, deloe ibility of thtection and bracing consultnaANSirrPlnl National Design Stant bracing of dard for Metal Plate Conneesponsibcted Wood lity of the TrussnConstruction and BCSer, For IaI 03tGuide o Good Practice for flandling, Installing d Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofr o Drive, Madison, WI 53719. • MELIANT BUILDINU 1' DE Job # 4372-El �. Truss Type Job T ass I TeROOF TRUSS ob Reference tlonal 12304 s.500 s Mar s 2007 MiTek Industries, Inc. Thu Aug 23 15:02:29 20070 1 610WMPONENTS, APOPKA, FL." 11-7.7 15 4-12 1713-12 21 8-9 26-0-G 30-4-3 34-11-8 4-0-13 7-10-2 4_3.13 4-3-13 4_7 5 4-0-13 3-9-5 3-9-5 3-9-5 2-0-0 4-3-13 TOM 0-0-0 Sv9 = 5-4-12 174-12 23-1-13 2-0-0 5-9-1 5-9-1 r 5-0-7 5-0-, 6-0-9 0-0-0 5-3-15 Plate Offsets X Y : 4:0-4-8 0-3-0 8:0-4-8 0-3-0 13:0-5-0 0-4-8 in (lot) Ildefl Ltd PLATES GRIP LOADING(PSQ SPACING 1-4-0 1.25 CSI TC 0.30 DEFL Vet(LL) 0.50 14 >822 360 13-14 >461 240 Mi20 244/190 TCLL 20.0 TCDL 10.0 Plates Increase Lumber Increase 1.25 BC 0.64 WB 0.73 VeR(TL) -0.89 Horz(TL) 0.11 11 Na Na Weight: 1981b BCLL 0 0 Rep Stress Incr YES Code FBC2004/TPI2002 Matr x ( ) BCDL 10.0 BRACING Structural wood sheathing directly lied a 2-11-1 oc purlins, except end verticals. app-10 LUMBER P CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 5- Rigid ce ling directly applied a `r9 10 oc bracing. TO BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 19=911/0-3-8, 11=911/0-3-8 Max Uplift19=391(LC 4). 11=391(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension 35, TOP CHORD 1 -2 3710/01/67, 1-203=22821995, 9 8/41;- 28 9 205. 9- 073-2 116/48, 101 2/89 11 � i5196/69�112/1835, 5 6 4112I1835, 6-7 4112I18 BOT CHORD 8-12=834/1830 17-18=128912846, 16-17=1289/2846, 15-16=166013682, 14-15=1835/4112, 13-14-1769/3918, 12-13=142113131, WEBS 2-19=- 8341181, 2-18=281f757, 3 18=995/489, 3.16=285/731, 4-16=-4471255, 4-15=197/483, 5-15=125193, 6-14=104/92, 7-14=731212, 7-13=3421219, 8-13=-2551691, 8-12=1013/508, 9-12=265744, 9-11=1868/858 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. B; enclosed; MWFRS interior zone and GC Exterior(2) zone; cantilever left ad 2) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL 6.Opsf; Category II; Exp and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. This truss is designed for C-C for members and forces, and for MWFRS for reactions spec fi 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 6) This ttruss hasrbee plateinspection r 10 0 ps bottom th Count hord live loadhnooconcurrnt with nyf other live loads ante inspection. 8) Provide Warning: mechanical coal connection nnannl and stabilitys) of truss bracing for trusto s system (not part of this plate capable of tcompon component desianding 391 lb gn) ) ift is always requnt 19 and ired lb uplift at joint 11. Addit LOAD CASE(S) Standard 14 } a ; No.3424a R Samus! A. Gfaanterg, PE, DAN60.0 En9 nearing, lLC P.o, Sox 3401) Apollo FL 33a72 C.AA M8 oh , Date: 8123107 N.arni.g! Verify design parameters and read notes oe)ore use. ry 6 6 rt of individual weh members only. Additional temporary bracing to ensure This design is based only upon parameters shown, and is for an individual, building component to be installed an oa e at component is responsibility of building designer —not miss designer or truss engineer. racing shown is for lateral e overall re is ng stability during conc�nvltnsis the e, responsibility spodelivsibility of the erector. bracing, Additional National Dof esign Standard for MetalhPlate �Connected oWood Truf the ssrrConstruction and BCSg designer. For IdI 03rGuiderto Good fabrication , quality 19. Practice jot Handling, Installing &Bracing oJMetal Plate Connected Wood Trusses tioro Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537 r Job Truss t 2304 TG 1 64d;&MPONENTS, APOPKA. FL. 3-10-6 7-5-4 3-10-6 3-6-14 5.12 = 2.%4 II 0-" I1 I ROOF TRUSS 2 IJob6 500 s 4-12 17-t-12 zu-Ivv 3-11-12 3-11-12 15-2-M 3-5-7 3-5-7 11-1 --r 3-6-14 3-11-12 3-10-6 LDING PRODUCTS _b Job # 4372-E1 uonal 107 MTek Industries, Inc. Thu Aug 23 15:02:30 20070F 1 )7-9-2 31-2-9 34-11-8 35-7 3-8-15 - 3-5-7 s�.l. • t:ssa 40 = m 12 �ry 21-8-9 26-0 6 30-4-3 34-11: 15�-12 17-4.12 4_3-13 4-7-5 4-3-13 4-3-13 Z_tt_12 2-0-0 �----- PLATES GRIP DEFL in (loc) Udell Ud 1,M0 244/190 0-0-0 -- LOADING(psf) SPACING 1-0-0 1.25 CS! TC 0.19 Vert(LL) 0.41 Vet(TL) -0.73 18 > 96 360 18 >562 240 TCLL 20.0 Plates Increase Lumber Increase 1.25 BC 0.31 wB 0.46 HgZ(TO 0.08 13 n a nla Weight:3991b TCDL 10.0 BCLL 0.0 Rep Stress Incr NO Code FBC20041TPI2002 (Matra) except end verbcale• BCDL 10.0 BRACING structural wood sheathing directly applied or 5 5 15 a purlins, LUMBER TOP CHORD BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3*Ex cepl' W2 2 X 4 SYP No.2, W2 2 X 4 SYP No.2 REACTIONS (lb/size) 22=173710-3-8, 13=1104/0-3-8 Max Uplift22=-816(LC 3), 13=-487(LC 3) /2856, 45=613612856, 5-6=6827/3129, FORCES (lb) -Maximum CanpressiorJMax raum Tensioill 2-25�613612856,n 70 11=2509/1100, 11-12=149165, 13 24=-113169, 12-24=92160 TOP CHORD 6 �747130851,17-8=-6747/3051?6-9---5870/2616, 9 10=-45181 999 613612856, 3 4=6136 BOT CHORD 15 6=2363/5146, 14-15=-1708/3808, 13-14=932/20815 19-20=312916827,5116747, 17-18=305116747, 16-17=-2748l6104, 21-22�16 17=-3391718, 8-16=-507/286, 9-16=359/859, 9-15=8691435. 10-15�102/985, 10-14=-15371721, 11-14-362/924, 11-13=-21411962 WEBS 2-22=-361711710, 214-1 —1701, 0 6: 131512888, 3 20=1281106, 5 20=7471295, 5-19�/159, 6-19=317/87, 6.18=115/128, 7-17=1401101, 8- NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails asfollows: as follows: 2 X 4 1 row at 0-9-0 oc. e�" y i�kr Top chords connected Bottom chords connected as follows: 2 X 6 - 2 rows al 0-9-0 oc. face in the LOAD CASE(S) section. Ply to ply connections have been follows: 2 X 4 - 1 raw al 0 as front (F) (B) p 4`G IV $fi •�� fi �, ij • +i Webs connected as «back plies,e 2) All loads are considered equally applied to all pli B, Uor;lessotherwise ndicatedcept if noted loads noted as (F) or ( ). left and ri ht exposed ; Lumber 9 � .9 ZT S provided to distribute only 3) This truss has been checked for uniform roof live load only, except as noted il Exp B; enclosed; MWFRS interior zone; cantilever h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 245 * Nd - 4) Wind: ASCE 7-02; 120mph; plate grip DOL=1.60. n� A DOL=1.60 5) Provide adequate drainage to prevent water Pon ding. 6) All plates are 3x5 MT20 unless otherwise indicated. whenruss burrenl with any other live I197lb Ib uplift at joint 13. inspection per the Tooth Count lhOdlate U. . 7) This truss requires plate capable of w thstding 816 lbupliftft al join 22 and 487 down and 126 lb up at 42 4, end 8231b down and others) bottom to bearing pad nonconcs 8) This truss has been designed for (Y concentrated loads) 194.'n,A` 0 w 9) Provide mechanical connection Is the responsibility of others. 10) Hanger(s) or other connection device(s) shall be provided sufficient to sup re utred. The designlselection of such connection device(s) this component design) is always q 396lb up at 7-5-4 on bottom chord. Additional permanent and stability bracing for truss system (not part of fB '1�0t Sar riu®'• A. G 8, 91 11) Warning: E19 neering, LLC LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 DAN600 PQ, B0% $D FL 33572 AP000 Bwoh, Uniform Loads (plf) Vert: 1-12=-40, 13-22=13 CA Z04 Concentrated Loads (lb) Vert: 20=-823(B) 26=-197(B) Date: 8123107 Verify design Parameters and read notes before use to be installed and loaded vertically. Applicability of individual building componentrt of individual web members design Parameters and proper incorporation of only. Additional temporary bracing to ensure guidance regarding WarningI u on parameters shown, and is for an This design is based only p Pdesignernsibili of die building designer. For general Tntss Construction and BCSI I-03 Guide to Good not truss the overall lsttructurep the respo ty orional component is responsibility of building designer opermanent bracing of t . during construction is the responsibility consult AN51/fPl 1 National Design Standard for Metal Plate Connected Wood bracing 583 D'Onofrio Drive, Madison, WI 53719. stability fabrication, quality control, storage, delivery', erection and Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, quality co, t Practice for rur411ing DE Job # 4372-El _ I12304 TG2 (ROOF TRUSS t I 2 IJob Reference (optional) 1 l 6 500 5 Mar 6 2007 Mi— Industries Inc Thu Aug 23 15 02 31 20070 1 &OC&MPONENTS, APOPKA, FL. 3-10-6 1 7-54 11-5-0 1 154-12 17-4-12 20-10-3 1 24-3-10 27-9-2 31-2-9 34-118 3-10-6 3-0-14 3-11-12 3-11-12 2-0-0 3-5-7 3-5-7 3-5-7 3-5-7 3-8-15 s..i. • 1:55.6 ...= 4.e= 2.5.411 saz= zs.ul 4,11 7.111 ..o.. �� 0-M 2.5.4 II s.e = 3-10-6 7-5.4 11-5-0 15-4-12 17-4-12 21-8-9 1. 26-0-6 1 30-4-3 34-11-8 3-10-6 3-6-14 3-11-12 3-11-12 2-M 4-3-13 4-3-13 4-3-13 4-7-5 LOADING(psf) SPACING 14-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.26 TCDL 10.0 Lumber Increase 1.25 IBryCB 0.58 BCLL 0.0 Rep Stress Incr NO 45 BCDL 10.0 Code FBC2004/7P12002 (Matrix) LUMBER,' TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No-2 WEBS 2 X 4 SYP No.3 DEFL in (lac) Well Ud PLATES GRIP Vert(LL) 0.42 18 >981 360 MT20 244/190 Vert(TL) -0.75 18 >553 240 Horz(TL) 0.09 13 n/a n/a Weight: 403 lb N 0-M BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-11-5 oc bracing. REACTIONS (lb/size) 22=1737/03-8, 13=1104/0-3-8 Max Uplift22=-816(LC 3). 13=-087(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 22-23=123/77, 1-23=96/64, 1-2=190/91, 2-25=5864/2729, 3-25=-5864/2729, 3-0=5864/2729, 4-5=5864/2729, 5-6=-6512/2985, 6-7=6436/2911, 7-8=-6436/2911, 8-9=-5598/2495, 9-10=-4308/1907, 10-11=2400/1052, 11-12=126/54, 13-24=105/66, 12-24=87/58 BOT CHORD 21-22=1588/3358, 21-26=1588!3358, 20-26=1588/3358, 19-20=2985(6512, 18-19=2911/6436, 17-18=2911/6436, 16-17=-2621/5821, 15-16=2206/4907, 14-15=1630/3631, 13.14=891/1989 _ WEBS 8-17=32 69468, 26=-502/28399-18 347/831?9615=849/4251010- 5= 392/960790514=-14811//6 5191-104=-3621922, 111-13= 2085/936 41/101, NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x5 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 816lb uplift at joint 22 and 487lb uplift at joint 13. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 197 lb down and 126 lb up at 4-2-4, and 823 Ito down and chord. The design/selection of such connection device(s) is the responsibility of others. 3961b up at 7-54 on bottom 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Rate Increase=1.25 Uniform Loads (pl0 Vert: 1-12=40, 13-22=13 Concentrated Loads (Ib) Vert: 20=-823(B) 26=-197(B) •p" G � F�C�i. + : No. 34245 �4Z -6 %� sTAIE OF n111; Sarnua' A. Gf0Q'I '0f9, PE, DANSCO Eng rearing, LLC P.O, Box WE) Apollo Beach, r-L aM72 CA 2048 Date: 8123107 ifflmmtkt Verify design puranteters and read notes bejnre use.n is based only upon parameters shown, and is for an individual building component [o be installed and loaded vertically. Applicability of design parameters and proper incorporation re is responsibility of building designer -not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only.. Additional temporary bracing r ensurer rig constnetion is dte responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desnstrgner.uctio For general guidance regarding , quolity wntiol, storage, delivery, erection and bracing, consul[ ANSI/TPl 1 Nntionnl Design Standnrd for• Merril P/rite Connected Wood Truss Construction and BCSI 1-03 Guide to Good r Hmtdling, lnstnl/ing &Bracing oJMetal P/rite Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W( 53719. 0-M ROOF TRUSS Eat Oty Ply RELIANT BUILDING PRC 1 2 Jab Reference (optional) 6.500 s Mar 8 2007 MiTek b 3-9-0 2.5,4 II ,A-o-n Job # 4372-E1 :mrSRrvsl 5 6 0-0-0 0-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (Iec) Well Ltd PLATES GRIP Vert(LL) 002 3-4 >999 360 MT20 244/190 TCLL 20.0 Plates Increase 1.25 1.25 TC . 0.09 BC 0.38 Vert(TL) -0.03 3-4 >ggg 240 TCDL BCLL 10.0 0.0 Lumber Increase Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a nla Weight: 48lb BCDL 10.0 Code FBC2004/TPI2002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SYP No.2 WEBS 2 X 4 SYP No.3'ExcepC W12X6SYP No.2 REACTIONS (lb/size) 4=825/Mechanical, 3=843/Mechanical Max Uplifl4=-376(LC 3), 3=384(1-C 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-101/78, 1-2=0/0, 2-3=10lf78 BOT CHORD 4-5=0/6, 5-6=-0/0, 3-6=-O/O WEBS 1-3=0/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 -1 row at G-9-0 oc. Bottom chords connected as follows: 2 X"6 - 2 rows at G-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS automatic zone; cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376lb uplift at joint 4 and 384 lb uplift at join( 3. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 699 lb down and 322lb up at 1-3-4, and 699 lb down and 322 lb up at 2-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-2=-60, 3-4=20 Concentrated Loads (lb) Vert: 5=699(B) 6,=699(13) ap' G A,� * : No. 34245 ' tr &E Sarnua° A- C5rtaerlbOT9, PE, DANSCO Eng neering, U-C P.O, Dox 340D Apollo Swoh, FL 3MI2 CA BW48 Date: 8123107 IVarningl—Verify design parameters and read notes before use This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. , Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Tnrsses from Truss Plate Institute, 583 D'Onofrio Or Madison, WI 53719. t aty Ply RELIANT BUILDING PRODUCTS tt 437Z-EI Join - Truss Truss Type ll 12304 TG4 ROOF TRUSS 1 2 Job Reference tional 6.500s Mar 8 ., _, rek bc(y*ies, Inc. Thu Aug 23 15:02:33 2007 Page 1 B4 COMPONENTS, APOPKA, FL 0-0-0 1 3.6 = 3-941 2 2.6./ II I 11 6 3 0-0-0 2.6.a 11 3-9-0 LOADING( sf) SPACING 2-00 CSI DEFL in (lac) I/deb Ud PLATES GRIP LL 0 00 34 >999 360 MT20 244/190 p TCLL 20.0 Plates Increase 1.25 BC 0.06 Vert - Vert(TL) -0.00 3-4 >999 240 TCDL 10.0 0.0 Lumber Increase. 1.25 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 rite n/a Weight: 48 lb BCLL BCDL 10.0 Code FBC20D4rrPI2002 (Matra) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc punins, except end verticals. TOP CHORD 2 X 4 SYP No:2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SYP N0.2 WEBS 2 X 4 SYP No.3 *Except* W1 2 X 6 SYP No.2 REACTIONS (lb/size) 4=215/Mechanical, 3=217/Mechanical Max Uplift4=-113(LC 3). 3=114(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14=-101/78, .1-2=0/0, 2-3=-101/78 BOT CHORD 4-5=0/6. 5-6=-0/0, 3-6-0/0 WEBS 1-3�0/0 NOTES 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 raw at 0-9-0 oc. onnections have been 2) Allioads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply c provided todistribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-02; 120mph; h=30ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Ecp B; enclosed; MWFRS automatic zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60. 5) Provide adequate drainage to prevent water ponding. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113lb uplift atjoint 4 and 114 Ib uplift at joint 3. 10) Hanger(s) or other connection device(s) shall be provided sufficient.to support concentrated load(s) 81 lb down and 55 lb up at 1-34, and 81 lb down and 55 to up at 2-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 3-4=20 Concentrated Loads (lb) Vert: 5=81(F) 6=-81(F) �ry s ',• . * ; No" 34245 • t SamU®'• A- tareanberg, PE, DANSCO Sn8 neering, LLC P.O, Box 540D Apollo 8ea01', FL B Mn CA 2048 Date: 8123107 Warning! —Verify. design Parameters and read notes before use. This design is based only, upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability, of design parameters and proper incorporation o component is responsibility of building designer —not truss designer or truss engineer. Bracing , only. Additional temporary bracing to. ensure shown is for lateral support of individual web members stability during construction is the responsibility of.the erector. Additional permanent bracing of the overall structure is the responsibility of the building desif7ter. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 Mational Design Standard for Metal Plate Connected {food Truss Construction and 13CS1.1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected ;food Trusses from Truss Plate Institute, 583 D'Onofiio Drive, Madison, WI 53719. i6 83-2-0 L1-i 01 — � 2x10 BY 9 EDGER P - (R) Rxl 6Y LfLc LDR 2x10 9Y B 'EDGER R N _ N N N Lf zziD RY aL lfj nc[P LT l (9 7 of M - u- Ln Cu N (] — C7 I— I o m Z F LTIII 0 P T R U S I ca Rxi"i ER RY aLD 1 S P F A A B T 6 3 CI cr u IL u Lr ® m f ASO CF - (2) ' 10 LEI flLDR e (2) x10 LE LDR EP ) 'zzio RY R EIM:ER PP HANGERS OOo Oo F T��>>` L A Y OU T HUS 26 (4) HGUS 26-2 (4) Q CY CD N aN) W m r CO Z c o w O C p W U) J O ti U Z CV J c14 O L.L C6 o o J >- U � m Co of o p :— LL m �� Q E Z J J Q w w m p d Q m N U O U) U xn F- CAD E v o�aov N � (DO (YJ N N Lu o r` ,, aD Ol lL � -o 08,E N O t0 N t � O d N l7 N 3e-a-a APPROVED- TRUSS ANCHOR BY BUILDER d UQ M ~ % 0o a5u:D. ,= tea( w"w ¢ r o i ` d'd'2'wLi W 70 w�o� (z) zx�o LELCEe Z -�rrr�Qo w ¢ o w => -RY'flLDR N J�Omr UO OpYr� r xnoQ��r� Q NZnrm¢� d d rN�o�ai 2 _ O �wr>3wU n n g==�Lu (A r zn �w Z o�j w TRUSS END' DETAIL =w� iw0 ro0orr? L - C d S'7 Sep 05 07 12:22p p.2 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 07100001 _ DATE: April 17, 2007 BUILDING APPLICATION #: 07-10000167 .BUILDING PERMIT NUMBER: 07-10000167 UNIT ADDRESS: ORLANDO DR 3725 11-20-30-5QU-0000-0030 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: RTM OPERATING CO ADDRESS: 1155 PERIMETER CENTER WEST ATLANTA GA 30328 LAND USE: RESTAURANT DRIVE IN TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: ARBY'S RESTAURANT ------------------------------------------------------------------------------- FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ------------------------------------------------------------------ ------- ROADS-ARTERIALS CO -WIDE ORD Restaurant - Drive In 9,426.00 ROADS -COLLECTORS N/A Restaurant - Drive In .00 FIRE RESCUE N/A LIBRARY N/A SCHOOLS N/A PARKS N/A LAW ENFORCE N/A DRAINAGE N/A 2.895 1000nsft 27,288.27 2.895 1000nsft .00 .00 .00 .00 '00 .00 .00 AMOUNT DUE 27,288.27 STATEMENT RECEIVED BY:4'gA1-25 C16a-Z11jS1L SIGNATURE: (PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NO IF OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE_/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED 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 REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. ***THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE * DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. d cr. I c) (-0 ) Sep 05 07 12:23p Functions Help p.3 .+�. M512007 1 12 22-M PM 1 rAppticallon nbr 07 10000167 Property 'CITY UNASSIGNEDNORTH Fee CLass/TypefDistrict Trans Amt Amt due Struct Permit Insp m A RA SCI ROAD ARTERIALS 27260.27 .00 s Total due .00 OK Esit Cancel ¢mt billed I Change view =Y OF SANFORD FIRE DEPARTMENT FEES FOR SERVICES PHONE # 407-302-2516 o FAX # 407-302-2526 DATE: 600 4 11 V f WRMIT #: of , d,'"f 1 r BUSINESS NAME / PROTECT: 1 ADDRESS: PHONE NO.: FAX NO.: CONST. INSP. [ ] C / O INSP.:[ ] REINSPECTION O PLANS REVIEW, F. A. ( ] F,S. [ HOOD [ ] PAINT BOOTH [ ] ���B,,UR��N PERMIT ] TENT PERMIT � � TANK PERMIT [ J OTHER L.a'+�.i.�a TOTAL FEES; S I lc� (PER UNIT SEE BELOW) Address / Me. # / Unit # Sauare Footage Fees per Me. / Unit Fees must be paid to Sanford Building Department, 300 N. Park Ave., Sanford, FI. 32771 Phone # -407- 330-5656. Proof of Payment must be made to Fire Prevention division before any further services can take place. I certify that the above is true and correct and that will comply with all applicable codes and ordinances of the City of Sanford, Florida. Sanford Fire Prevention Division Applicant's Signature LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, .Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 8/17/07 I hereby name and appoint: Ron Nociti an agent of. venture Construction Catipany (Name of Company) to be my lawful attorney - in - fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): All pen -nits and applications submitted by this contractor. XX The specific permit and application for work located at: _ 3725 S. Orlando Blvd., Sanford, FL 32773 (Street Address) Expiration Date for This Limited. Power of Attorney:_ Deourber 21, 2007 License Holder Name: State License Number: Signature of License F LeRoy F. Hollingsworth STATE OF FLORIDA yy COUNTY OF Gwinnett The foregoing instrument was acknowledged before me this 17thday of August 200 7 by Bch' F. Hollingsworth who is ? personally known to me or ? who has produced identification and who did (did not) take an oath. %%%`'�NER BA'Zzz j, f pTAR y a) N �4 Signature (Notary Seal)```.-•.'�i Heather Bail Print or type name Notary Public - State of Georgia Commission No. My Commission Expires: "jam (Rev. 3/27/07) Arby's Restaurant Group, Inc. 35,7echnology Parkway South Suite 170 Norcross, GA 30092 T (678) 684-4600 F (678) 684-4690 www.arbys.com August 17, 2007 Debbie Blanton City of Sanford Seminole County RE: Arby's in Sanford, FL To Whom It May Concern: South Region This letter authorizes Jim Schreiber to proceed and handle all matters related to Arby's in Sanford FL, which would also include picking up all permits related to our Arby's located at 3725 Orlando Blvd. Sanford, FL . If you have any questions or concerns please feel free to contact me. Thank you, AJohnP. Shaw VP of Construction Arby's Restaurant Group South Region JPS:aj x0%%%1 11 11111,i ;• Q EXPIRES tit N i GEORGIA ? i Q�S FEBRUARY 13,2011: PU Boo ��e NCO ,�,`6L r) 8- /7- 2007 I'm thinking Arby's': Aug.17. 2007 9:36AM Arby's;Etestaurant Group, Inc. 35 Technology Parkway South Suite 170 Norcross, GA 30092 T (678) 684-4600 F (678) 684-4690 www_arbys_com August 17, 2007 Debbie Blanton City of Sanford Seminole County RE: Arby's in Sanford, FL To Whom It May Concern: No. 2448 P. 2 South Region This letter authorizes Jim Schreiber to proceed and handle all matters related to Arby's in Sanford FL, which would also include picking up all permits related to our Arby's located at 3725 Orlando Blvd. Sanford, FL . If you have any questions or concerns please feel free to contact me - Thank you, An John P. Shaw VP of Construction Arby's Restaurant Group South Region JPS:aj �`��11i1111p��� a ,Al?; .. �TV, GEORGIA = 0 Fpftu rsr ts, 201 �N111111N1 8- �? 24Q 7 Ar�r I'm thinking Arby's: r m 1111111i111III1►111111t1itWIII 111111111111111111111110111111111 NOTICE OF COMMENCEMENT Permit No. U 72�(4 Parcel ID: 7) -'20 iG' s State of Florida County of Seminole The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in -this Notice of Commencement. 1. Description of property: (legal description of the property and street address if available) --:3 `7 z S` �;�'c L /17 tip' l) T`5z, 1-1g 7 2. General description of impr( 3. Owner Information a. Name and address: b. Interest in property. c. Name and address of fee simple titleholder (if other than owner) 4. Contractor a. Name and address: b. Phone Number: 5. Surety a. Name and address: b. Amount of bond $. c. Phone Number: Lender a. Name and address: k) b. Phone Number: a MARYANNE MORSF1 CLERK OF CIRCUIT COURT _ SEMINIA.F COUNTY SK 05793 Rg 10581 (1pq) CLERK'S # 2007120568 RECORDED 08/17/2007 10i18s42 AM RECORDING FEES 10.00 RECORDED BY H DeVore CERTIFIE11-COPY MARYA.NINE MORSE CLERK OF CIR.C141T COURT- S. II QiE CO, VT FLORIDA - Q�" ncoi rry rr7 cov Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.130 )(a)7., Florida Statutes: a. Name and address b. Phone Number: v AWv ? 5 ICCIN2i I /351v y 5 � /�' �� �2TL Q;�- �0✓""11-1 In addition to himself or herself. Owner designates Section 713.13(1) (b), Fit a. Name and addre b. Phone Number: the fo owmv person(s) to receive a copy of the Lienor's Notice as provided in 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTINCE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTSTO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YUR LENDER Qg AN ATT N Y BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF O"MME I Signat "e of Owner or Owner's Authorized Officrer/Director/Partner/Manager Signatory's Title/Office T ie foregoing instrument was acknowledged before me this day of R, U - 200 byJr-)ffNeS p 'I �-P (name of person) as c)UjKle12- 4 e,of authority ...e.g. officer, trustee, attorney in fact) for (name gfprtyi` 1II'ai'b,whoam instrument was executed). H ID(f Signature of++etftfp-Pt&4Q State of Florida Commission Expires: _s Owner/Contact Address: 3 5 OftZAA.) vA amply) uu�viaual U l�fastierU supplied by. a (Alternative water Meter Metes Contractor a) Meter Size: %-inch 1 inchE] 1 %-inch 2-inch Supplied by Contr-actor TOTAL DATE .......... $ City of Sanford. Utility Department P.O. Box 17RR ,Q*v,-4,-A®ri an..M i l quiva en esi nh onnection Residential (ERC) — 300 Gallons Per Day (GPD) M242/Unit Single family structure, or multi -family unit containing three (3) bedrooms or more. $931.50/Unit - Multi -family unit or Mobile Nome unit containing less than three (3) bedrooms. ('This category is based on judgment/assumption, estimation that such family units on average require 75% - 225 GPD single family unit.) Commercial Industrial -, Institutional $1242JERU Fixture unit schedule from Southem Plumbing Code will be used. One ERU will be charged for connection and up to twenty (2) fixture units.. For projects having more be twenty (20) fixture units, the Impact Fee will be determined by increments of 25 /o based on multiples of five (5) fixture units above the twenty (20) fixture unit base for the first ERU. (Example: twenty-five (25) fixture units will be rated as 1.25 ERU; twenty-six (26) fixture units will be rated as 1.5ERU.) ziewer aystemi act Fees Equivalent Residential Connections 300 Gallons Per Day {GPD). Residential $27981URit - Sine y e or multi-famil unit contamit ,. � Tamil structure y g three (3) bedrooms or more. $2098:50/Unit - Multi famii unit or Mobile Home unit containuig'less than three (3) bedrooms. This category cd judgment/assumption/estimation that such family units on average require 75%o of water. and sewer service of an average single family unit.) Commercial — Industrial — Institutional $2798/ERU - Fixture unit schedule from Southern Plumbing Code will be used. One ERU will be charged for connection and up to twenty (20) fixture units. For projects having more than twenty (20) fixture Units the Impact' Fee will be increments of 25% based on multiples of five (5) fixture units above the twenty (20) fixture unit base for the first ERU. (Example: twenty-five (25) fixture units will be rated as 1.25 ERU; twenty-six (26)fixture units will be rated as 1.5 ERU.) F XTURES'AND GROUPS DRAINAGE FIXTURE UNIT VALUE AS LOAD FACTORS Oc 3 2 2 2 6 � 2 1 'V2 2 1 'f4 2 1% 1 1 '/4 1 1 'V4 2 1 %x '/2 1 %4 0 2 2 2 Footnote' 2 1 1y2 ler 2 1 %2 2 1 %2 1 1y4 2 2 2 1 72 4' Footnote 2e Footnote 2 1 %2. 4—Footnote 4 Footnote l 6 Footnote For traps larger than 2 inches trench For SI: l mch = 25.4 mm,1 gallon = 3,785 L. n type drains and floor sinks use Table°709.2. A showerhead over a bathtub or whirlpool bathtub attachments does not increase the drainage fixture unit value. See section 709.2 through 709.4 for methods of computing unit value of fixtures not listed in Table 709.1 or for rating of devices intermittent flows. ° Trap size will be consistent with the fixture outlet size. ' For the purpose of computing loads on building drains and sewers, water closets or urinals shall not be rated at a lower drainage fixture unit unless the lower values are confirmed by testing, ° For the purpose of computing loads on building drains and sewers, water closets or urinals shall not be rated at a lower drainage fixture unit unless the lower values are confirmed by testing. T TRAP SITE (inches) UNTT V. FOR FIXTURE DRAINS OR TRAPS 2 ,/2 4 3 4 s ltlt = Za E7Z COMMERCIAL, — INDUSTRIAL — INS,TITUTIONAL FEE CALCULATION: Total Fixture Units (F.U.: /ZO Total ERU(s) : Total F.U. f 2 c> divide b 20 — ) F.U. y L ERU(s) (F.U. / 20 = ERU ) Water` Impact Fee: $1242 x ERU(s) = $ % Sewer Impact Fee: $2798 x ERU(s) = $ U�da ,"Qctober 1, 2006 Page 2 or 2 Standard Plumbing Code 1997 1 T y/ .frz SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1788, Sanford, Fl. 32772 (407302-2516/FAX (407) 302-2526 Fire Marshal Robles ' Plans Review Sheet Date: June]], 2007 Business Address: 3725 Orlando Drive Assembly Business Name: Arby's PH (256) 553-9776 fx (256) 553-9776 Contractor: . Unknown at time of submittal Architect: Arie Kohan Ph. (256) 553-9776 Fax (256) 442-8482 Reviewed{ ] eVx1CV�ed Wfl C®11ffilell� ..tX Rejected [ ] Reviewed by: Timothy Robles, Fire Marshal /Plans Examiner Comment: Plans reviewed as Assembly Occupancy. FD reserves right to require applicable code requirements if occupancy use changes. Hood system and Hood and Duct will require a liquid weld test prior to hanging on wall or ceiling per N.F.P.A #96, CALL (407) 302-2520, PRIOR TO READING THESE PLANS. Additional plans and permits required for • Hood and Duct work • Fire Suppression System ar..e departmentwillfield;venfysizeof each fixed ,seatof 18'inches �erbooth • Sign stating "Occupancy load 86" • See blue prints in the lobby prior to building final. 1 r 55yy YLs � RIY' `L SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1788, Sanford, Fl. 32772 (407302-2516/FAX (407) 302-2526 Fire Marshal Robles 1.1 Application — New Assembly area 1.2 Mixed — N/A 1.3 Special Definitions — N/N 1.4 Classification of Occupancy — Assemblies, 1.5 Classification of Hazard of Contents — Class `B" 1.6 Minimum Construction — (shall comply with Sanford Building Department) 2.2 Means of Egress Components — O.K. three (3) 2.3 Capacity of Egress — O.K. 2.4 Number of Exits — O.K. Two assembly area one (1) in kitchen 2.5 Arrangement of Egress — O.K., will field verify 2.6 Travel Distance — O.K. 2.8 Illumination of Means of Egress —will field verify One candela power at the feet 2.7 Discharge from Exits — will field verify 2.9 Emergency Lighting —will field verify 2.10 Marking of Means of Egress — will field verify 2.11 Special Features — O.K. 3.1 Protection of Vertical Openings — N/N 3.2 Protection from Hazards — N/N 3.3 Interior Finish — Class "A& B" 3.4 Detection, Alarm and Communications Systems — Not required SE�nguishngRe= un'rements r �—was ser,NFPA��1,0 provide�four�F'are,exhn uhersOne (1) K Rated in kitchen, one 10 pound CO 2 in electrical room, two (2) 4A 60BC fire extinguishers in assembly area 3.6 Corridors — N/A - 4 Special Provisions - 5 Building Services 2 SANFORD FIRE DEPARTMENT FIRE PREVENTION DIVISION 300 N. Park Ave., Sanford, Fl. 32771 / P. O. Box 1788, Sanford, FI.32772 (407 302-2516/FAX (407) 302-2526 Fire Marshal Robles 5.1 Utilities — as per LSC 9-1 5.2 HVAC — as per LSC 9-2 5.3 Elevators, Escalators, Conveyors (4A-47) — N/A 5.4 Rubbish Chutes, Incinerators, and Laundry Chutes — N/A Sanford City Code — Chapter 9 Fire Sprinklers: not required Monitoring: Other: NFPA 1 3-5.1 Fire Lanes — Required see site plane 3-6.1 Key Box — Required see application 3-7.1 Bldg. Address Number Posted and Legible — contrasting�incolor 3 Department of usines "A Charlie Crist, Governor Professional egulatiat1� Holly Benson, Secretary r6 AUGUST 16, 2007 V ARBYS RESTAURANT GROUP 458 RIVERTON DRIVE RAINBOW CITY, AL 35906 Re: Division of Hotels and Restaurants Plan Review License Type: 2010 PERMANENT FOOD SERVICE Application No. 322471 File No. 212991 Log No. P4-07-1589 To Whom It May Concern: Please be advised that based on the information you provided, the public food service establishment plans submitted on JULY 12, 2007, for ARBY'S, 3725 ORLANDO BLVD, SANFORD, FL 32773, have been approved as meeting minimum standards, as of July.10, 2007,_ with the following proviso(s): 1. PROVIDE PROOF OF MUNICAL WATER AND SEWER SERVIE HOOK-UP AT TIME OF OPENING INSPECTION. Please have the above information or proof of compliance ready for the inspector at your opening inspection. An opening inspection cannot be satisfactorily completed without the required information or proof of compliance. Please be sure to include the file number, listed above on any document submitted. Your plans are only approved as shown. If any changes occur in menu, equipment or operation, please notify the district office immediately: Changes in proposedoperational procedures may require, additional equipment and certain changes may require a,new;plan review. If you have already submitted your completed Application for Public Food Service,Licen_se along with the correct fees, you will be contacted:mithin7-10 business days by an1rispector to schedule an opening inspection. If you have notyet applied for your food service license, ,you may wish, to submit your application now. Please download the license application online at`www:MVFlorida'.com/dbpr/hr. There you will find a license fee calculator online to assist you in calculating the cost of your food_ service.: license. Please attach a copy of this letter to the tot of your completed Iicense=appllcation.along with a check or money order for the appropriate license fee and submit the packet to: Department of Business and Professional Regulation, Central Intake Unit, 1940 N. Monroe Street, Tallahassee, FL, 32399-0783. Prior to mailing, please verify that you have completed;the license application, submitted the appropriate license fee and attached a copy of this letter to the top of your licensing packet. Failure to submit a complete and accurate licensing packet may result in processing' delays. If this proposed establishment does not become licensed within one (1) year of the date the plans are approved, the approval becomes void and you may have to resubmit for review with the appropriate fee. If you are no longer the responsible party for this establishment, please forward this letter to the appropriate party. Sincerely, Kim Pleicones Plan Reviewer ENCLOSURE(S) Phone: 850.487.1395 HURSTON BLDG., 400 WEST ROBINSON ST. www.MyFlorida.com/dbpr Fax: 407.317.7839 N. TOWER, SUITE 802 ORLANDO, FLORIDA 32801-1757 Omforfa MOVOM S M? tPz August 10, 2007 Arie Kohn Arie Kohn Architects, P. C 74 Woodstock Road Roswell, GA 30075 Project: Arby's Restaurant Sanford, FL - Plan Review Response Dear Arie, The following is in response to structural review comments from the City of Sanford Building Division dated July 31, 2007: S-1: ;,,See revised S 1.1 for more specific lintel specification. S-2: See typical connector schedule on S3.1 thru S3.4. ok�\Cl S-3: See revised S3.4 for additional specification of connectors and fasteners. S-4: Pre-engineered wood trusses are designed and signed and sealed by specialty engineer. Note 7 is a note for the contractor to verify connectors specified on the construction documents exceed the uplift shown on truss engineer's shop drawings. S-5: Roof trusses are to be designed for appropriate roof live loads as shown on S4.1 and roof slope is shown on S2.1. Architect please provide clarification on roof scuppers. 5706 S. MacDill Avenue Tampa, FL 33611 Ph 813 835 5311 Fax 813 835 5503 Please call if we can be of any further assistance. omttMku,ouasue dmek r its. IM 5706 S. MacDill Avenue Tampa, FL 33611 Ph 813 835 5311 Fax 813 835 5503 OBER=t ).,' 1® ® °3 ARIE K014 ! ARCHITECTS, P.C. To: City of Sanford Building Division From: Arie Kohn Arie Kohn Architects, P.C. Date: August 6, 2007 RE: Arby's Restaurant 3725 Orlando Drive Sanford, FL Reference Number 07-2411 This letter is in response to your plan review 7esponse dated 7/31/07. General iG1. Site plan will be provided4 ve-/ G2. 3 copies signed and sealed of the Florida Energy forms are enclosed. - b;eG3. Health Department approved set of plans will be provided. ,jG4. 2 sets of NOA forms are enclosed. -- ! o S „-G6. Separate plans and permit will be submitted for awnings. . - W. Plans revised per note. ,-,G8. Kitchen equipment specs per note provided. Architectural �,,,A 1. A2. A3. —A6. �A7. I--A8. ,A9. - A10 A11 Plan revised to maintain clearance. For roof ladder & hatch see top left of sheet A-2 10'-0" radius lines added to sheet A-3 Attachment as noted on the comment is shown on sheet M-1. Calculations were added to}9c--6-- A -�3 Roof truss designed to hold minimum 2-1/2" of water. Required clearances were added to sheet A-10. H/C seating & note for beverage/condiment counter shown on ID-1 See revised sheet EQ-1. Ground interceptor will be provided - see civil plan. Revised ID-1. & A- 1. Structural } "--� Structural comments to be provided by Str!lctUrai engineer and submitted separately. m 74 WOODSTOCK RD. ROSWELL, GA 30075 0 TEL - 770-642.9030 / FAX - 770.642.3755 AKOHNARC" AOL.COM Mechanical ,,M�1. The attachments shown on M-1 were designed for 120 MPH in Florida. _ _ -- M2. See note ?Ls :e. e --- `'.13 Ko wj n " o � P - ,,M3. See M-1 for revised tables. ,W. The wrapping material for the hoods provides 1-HR rating with zero clearance to combustibles. Therefore no clearance from trusses and roof deck is required. See attached material. VM5. Note was added on sheet M-4. v-M6. Information was added on sheet M-3. VM7. Curbs are designed and attached to resist 110 MPH. See also M-1. �-M& Condensate drain is thru roof drain to storm drain. Complies with 307.2.1.3. See also sheet A-3. I Plumbing r P1. Site drawing as required to be provided. 2. Cooler freezer discharge thru wall to�French drain — see sheet P-1. P3. Discharge from water heater is to adjacent mop sink. See P-1 & P-3. P4. Water-1 at'er spec is�n top right side of sheet P-3. The water heater is in the open area of the kitchen. See tail 2/ P-3. P5. Information on calculation of the ease trap is on the bottom left of sheet P-1. A detail is on sheet P-3. L 1,0 0 0 i 0 KP6. See architectural notes. ,Electrical (:2�' N'g 1'�tJ �<-L.1975 S' �E1. Additional emergency lighting will be installed as directed. ,,-E2. See sheet A-1. L., E3. See civil plan access is thru the ceiling. i= _ . Transformers for LED are interior only. han you for your cooperation, i ohn President a. Z Y, SGer Date: 07-31-07 Contact Person: Jim Schreiber Contact Phone Number: 756-553-9776 Contact Fax Number: 756-442-8482 Contact E-mail Address: jscheslosa@xrbys.com OA Reference Number: 07-2411 Project Description: Arby's Resturant Job Address: 3725 Orlando Dr The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes must be submitted on the original submitted format. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. GENERAL jj -- " G-1 Submit site plan / ri i �� _G�4 @„ � Ia ►� -°` �•,� �� b GCC k OX�- I,g Ve-t w/ r"Gt v� p G-2 Submit Florida Energy forms, 3 copies signed and sealed. Insulation shown on these plans shall agree with forms. I T Lo + _ P G-3 Submit copy of Health Department approved set of plans and approval before this permit. X-4Submit NOA's for all exterior doors, windows, roofing (components and cladding), with installation instructions (2 sets) ;/ �� ,.�..— G-5 Submit roof truss drawings with Florida engineering (sealed) (2 sets) __ =="' G-6 Separate plans and permit will be required for awnings. vG'7 Remove all notes which say "to local requirements" or "if required" or "to code", etc..These are construction documents, not suggestions. Anything specified shall meet the wind loads and the requirements in the Florida Codes. G-8 Submit kitchen equipment specs for all gas appliances, and other specialty equipment, v hoods, cooler, freezer, etc. 4 e, V. We p,� -- r j y� 4e., ARCHITECTURAL 1 Re: Sheet A-1 Maintain clearance required at the electrical panels. The desk appears to �G. encroach on this space. I o �J ti L-A-� Provide spec. or information on roof ladder and roof access, curb, etc. /A-3 Re: Sheet A-3 Somewhere in these plans show roof plan with the required separation of exhaust discharge and rents from supply air intakes. --A-4 Mechanical unit roof curbs and attachments of all roof top equipment_ shall meet the wind J requirements. Show and specify how.0 '-1- XI11'A-5: Sheet A-6 Sho 1"calculations" for roof drainage and secondary roof scupper sizing. FPC06, 1107. A-6 Are roof trusses designed for the depth of the water before the round scuppers will function with our 4 1/2" per hour rainfall? Z.---A-7 Re: Sheet A-10 On the restroom plan show the required clear area for fixtures in a stall as well as what you have shown. Also show width of area in front of H/C stall in women's RR. CvA=8 Somewhere show how H/C seating requirements will be met. FBC 11-5. Also beverage and condiment bar access. z--A=9 Re: Sheet EQ-1 Is the hand sink by the 4 compartment sink or the mop sink? A 10 Is the grease interceptor (96) being used? There will be an in ground grease interceptor per FPC 1003.5. i-A-11 Re: Sheet ID-1 Show H/C seating area with height of table, etc. FBC 11-5. STRUCTURAL S-1 Re: Sheet S1.1 and S2.1 Provide a more specific lintel specification. S-2 Provide connector schedule showing fasteners, uplift and lateral loads allowed, etc. S-3 Re: Sheet 53.4 Specifiy all connectors and fasteners such as bottom plate WS-11 to structure and WS-14 ledger to WS-8. (There are others to be specified). S-4 Re: Sheet S4.1 (General notes) Note 7, pre-engineered wood trusses, indicates someone else is responsible for the structural/roof connections. The structural engineer for this building shall seal and/or approve all relevant drawings. 5-5 As noted in the architectural review, verify that the roof trusses and structure are sized for the water depth based on 4 1/2." per hour rainfall and the round 6" scupper on A6 and A3. MECHANICAL L,_,M-1 All roof top equipment shall be installed to FBC wind loads. Additional/information and documentation will be required. Information shall be Florida and this location specific. M-2 As noted on Architectural comments, a roof plan is required to show the 10 foot separation of intake air from vents and exhaust. _n/t�d M-3 Clearly show the air balance and how it will be achieved. Air balance shall work with each hood. Exhaust and make-up air shall be interconnected. What you show looks like it is close. /M-4 Submit spec. and detail on the 1 hour "fire wrap" for the fryer hood duct and how it will be installed through wood roof. ✓M-5 Show required 40" to grease hood exhaust. - 3 L_M=6 Re: Sheet M-3 Complete the missing information on the grease hood sheet. P� _--M-7 Re: Sheet M-4 Are curbs and units designed to the 110 mph wind zone? �®' M-8 Condensate shall comply with FBC section 307.2.1. Verify where RTU s drain. 0 PLUMBING V4 Submit site drawing showing gre a interceptor, and roof drain discharg ,, etc. r� I i J)�A' J V j P-2 Cooler/freezer shall not discharge to City Sanitary System. P-3 Show/specify water heater pan, T and P line and point of discharge, and discharge for ��` �jCWater Heater pan.._ ems. C� k..�d� P-4 Submit info on water heate"r�make-up �, etc. P-5 Submit grease interceptor design and information per FPC 1003.5 and Table 1003.1.1 for psi\ z construction, piping, venting, access, etc. A / �� w �.� �- �� Y'�s/,JIIy/�-//_G •� ® o n 9 �s V l SN r- /� Gl Yi p A vt G� V�:/ t n V-L- �(flo✓ _(�.. make - a�►- fA _ . _7 A P-6 See note in Architectural comments to provide calculations per FPC 1106 and 1107 for primary and secondary roof drainage. ELECTRICAL ✓E-1 Additional emergency lighting may be required. 1.,E-2 Clearance at electrical panels, etc., shall be maintained per NEC. Manager's desk might encroach on clear area. ✓E-3 How will access be for transformers? vE 4 Re: Sheet LED-1 shows transformers above ceiling but it also indicates a weatherproof enclosur�j. j �. wa,- fir_ Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Alice Liles at (407) 330-5656 or Wayne Thorne at (407) 330-5686 or fax to (407) 328-3859. You may also contact us by E-mail at thornewCa d.sanford.fl.us. Plan review completed by outside plan reviewer for PDCS, LLC. -3- INTERPLAN 933 LEE ROAD, FIRST FLOOR ORLANDO, FL 32810 PH 407.645.5008 FX 407.629.9124 COMPANY NAME: City Of Sanford TRANSMITTAL This message contains confidential Information only for the use of the person named below and may contain communications protected by the archBect-cllent privilege. If you have received this facsimile In error, you are hereby notified that any distribution or copying of this facsimile Is prohibited and you are requested to notify the sender immediately by telephone and to return the original message to us at the above address. PROJECT#: Arbys Canopy COMPANY ADDRESS: 300 N. Park Ave DATE: August 8, 2007 Sanford, FI. SHIPPING VIA: By Hand ATTN: Alice Lyles PHONE #: 407-330-5656 PROJECT NAME: Arbys - Sanford E-MAIL: SUBJECT: Engineered Dwgs REMARKS: 'i. YOUR NAME: Sergio DiMaggio CC: File ARCHITECTURE , ENGINEERING � PROJECT MANAGEMENT � INTERIOR DESIGN AA003420 , CA 8660 ORLANDO is DALLAS is CHICAGO is ATLANTA development services for restaurant, retail, hospitality and commercial programs is www.interplanorlando.com G:\Sergio Arbys\Arbys\Permit trans.doc j� I i i .::.CERTIFICATIONS.. 1 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code Prepared By:. Building Official:, , Date: / Date: I certify that this building is in compliance with the FLorida Energy Efficiency Code j Owner Agent: Date": 1 If Required by Florida law, I hereby certify (] that the system" design is in compliance with the FLorida' Energy Efficiency Code ` i Architect: Arie Kohn Reg.No: AR00131"69 Electrical Designer: Arie Kohn Reg No: AR0013169 i Lihtin� De g signer: At Kohn Reg No: AR0013169 j g Mechanical Designer•. Arie Kohn Reg No: AR0013169. Plumbing Designer: Arie Kohn Reg No: ? (`) Signature is required where Florida Law requires design to be performed by`registered design professionals. Typed names and registration:, numbers may used where all relevant information is contained on signed/sealed plans. I Project: Hodges Title: Arby's Restaurant - " Type: Dining: Family l (WEA File: 0r1ando.TMY) Envelope Corr>Iplianee I Design Load Criteria I Zone Heating Cooling Heating Cooling j l Building 162.10 228.70 478:60 439.80 � Total Loads: Design =390.8 Criteria =91$.4 r . PASSES i j 8/1/2007 EnergyGauge Summit v3.10 incorporating.Florida Energy Code Version - FLA/COM 2004 V2.5 3 i d I I R Project: Hodges p 96Y 9 Title: Arby's Restaurant Type Dining: Family (WEA File' Orlando.TMY) " System Report Co`mpl artce Kitchen System 1 Constant Volume Packaged No. of Units i System t 1 q Component Category Capacity" Design . Eff Design IPLV " "`Comp- " Eff , "' Criteria IPLV Criteria "Hance Coding System Air Cooled 65000 to 135000 1 1.00 10.10 1 1.80 PASSES 3 Qttl/ll Cooling Capacity, l I nii Handln, Air Handler (Suppl>') - 0.56 0.90 PASSES ' ' E System -Supply Coilstailt,'Volume 1 Dining System 2' Constant Volume Packaged No. of Units System 2" " i p Component Category Capacity Design Eff Design,' IPLV Comp- Eff Criteria 1P"LV Criteria liance Cooling System 'Air Cooled 65000 to" 135000 Ii.00; 10.10 1 1.80 PASSES 13tu/h Cooling Capacity Air; Handlin;' Air Handler(Supply) - 0.56 0.90 'PASSES System-SLipply Constant Vglunie" " PASSES- l Plant Compliance E 3 Description Installed Size '."'Design Min Design Min Category Comp ' No Eff Eff IPLV'IPLV liance � I l i" ,s None i E 8/I/2007 EnergyGau"ge Summit v3.10 incorporating Florida Energy Code Version - FLA/COM 2004 v2.5 5 `3 s Project: Hodges P i j Title: As by's Restaurant e Type: Dining: Family (WEA FilerOrlando.TM.Y) i Water Heater Compliance Description Type Cate or, Design Min ',Design. Max Comp g j i Eff " Eff '. Loss LossHance" 1 I ° Water Heater I Electric, heat pump All ratings 0`87 0.81 `; PASSES l water heater i PASSES ` Piping System Compliance Category' Pipe Dia Is Operating' Ins Cond Ins Req`Ins Compliance linchesl Runout? Temp [Btu-in/hr, Thick lint Thick lint i .SF,FJ l s None r Project: Hodges Title: Arby's Restaurant s Type: Dining: Family } V (WEA File: Orlari(1o.TMY) i Other.Required Compliance Category Section Requ remei t write N/A in, box if not applicable) Checl< ° t Infiltration 406.1 Infiltration Criteria have been met System 407.1 HVAC Load sizing has been performed t "Ventilation 409.1 Ventilation criteria have been met j�71 ADS 410.1 Duct sizing and Design have been performed E 1 R B 410. I Testing and Balancin- will be performed Motors 414.1 Motor efficiency criteria have been niet Lighting 415.1 Lighting criteria have been met El O & M 102.1 Operation/maintenance manual will be provided to owner Root7Ceil 404.1 R-19 Im- Roof Deck with supply p"leiiums beneath it l 9 r Report 1�01 - Input Report Print -Out from EnergyGauge FlaCom attached? uLJ 8/1/20U7 EnergyGauge Summit v3.10 incorporating Florida Energy Code Version - FLA/COM 2004 v2.5 6 " r a a s 9! EnergyGauge Summit v3.10 3 S INPUT DATA REPORT Pro ject:Informatio>n Project Name: Hodges Orientation: :North Project Title: Arby;s Restaurant Building Type: Dtnina: Family t Address:: Seminole ctr.Hwy 17 Buildin Classification: g New Finished building 9 State`: FL No.of Storeys: 1 Zip:' 0 GrossArea: 2892 SF Owner: Arby's Zones- No Acronym Description Type Area, Multiplier Total Area lsfl 1 Kitchen Kitchen CONDITIONED 1596.0 I 1596.0 ❑_.; 2 ; Dining RoomyDinin- Room CONDITIONED 1296.0 1 '1296.0 I 8/1/2007 EnergyGauge Summit v3.10 1 9 I _ Spaces No Acronym Description Type Depth Width Height Multi Total Area Total,Volume 1ftl �ft�. Iftl plier Isfj jcfj 1n Zone: - , Kitchen I Kitchen Kitchen Food Service,- Kitchen 42.00 38.00 10.00 I 1596.0 15960.0 Q 1n Zone: Diming Room I Dining Room Dining Room Food Service - Leisure 36.00 36.00 10.00 l 1296.0 12960.0 ❑' Dining - F7777 Lighting F. No, Type Category No. of Watts per < Power Control Type x No.of Luminaires Luminaire IWI Ctrl pts a In, one: - Kitchen _. In Space: ,Kitchen i 1' Recessed Fluorescent,- , General Lighting 25 1 14: 2850 Manual On/Off ❑ No vent . In Zone: Dining Room In Space: Dining:Room l Compact Fluorescent General Lighting 29 32 928 Manual On/Off' l ❑ walls No Description Type Width H,(Effec)� Multi Area DirectionConductance ` Heat Dens. . R-Value plier Isfl "- Btu/hr sf.'Fj Capacity , JIb/cfj �h.sf.F/Btul- Btu/sf.Fj In Zone: Kitchen . 1 Side Wall ' 8" bloc i foil isu 420.00 12.00 on 1 5040.0 East 0.1 l69 9.617 67.88 - �. 6 ,1 ❑ wospacers at. 4" and 1/2 " gwb 2 Rear Wall 8" block/Fi foil isul 38.00 12.60 I 456.0 South 0.1 169 9.617:. 67.88 8.6 ❑ on wospacers at 24" and]/2" gwb 8/1/2007 EnergyGauge Summit v3.10 2 ,s 9 9 Drive Thru, 8" block/Fi foil isul 42.00 12.00 I 504.0 West 0..1169 9.617 67.88 8.6 A❑ a on wospacers at 24" ' ` and 1 /2" gwb-. I In Zone;' Dining?Roo' - -I Side Wall 8" block/Fi toil isul 40.00' 12.00 1 480.0, East 0.1 169 9.617 67.88 8.6 - 0 on wospacers`at 24" . and 1 /2" gwb 2 Front Wall 8""block/Fi foil isul 38.00 12.00 I 456:0 North 0.1 169 " 9.617, 67.88 8.6 0 on wospacers at 24" , and 1 /2 : gwb `. Drive Thru8"block/Fi foil isul 53.50 12.00 I 642.0 West 0.1169 9.617 67.88 8.6 on wospacersat 24" and 1 /2" gwb 1 i Windows r No ' Description Type- . Shaded U SHGC Vis.Tra W H{Effec)" Multi Total Area l IBfu/hrsfFI �ft plier )sf 4n Zone: Dining Room In Wall: Drive Thru 2 PrOZ02Wa3Wi2 User Defined '= Yes 0.6510 1.01 0.81 6.75 7.00 2 94.5 In Wall: "Front Wall I PrOZo2Wa2Wil User Defined Yes -0.6510 1.01 0.81 6.75 7.50 2 101.3El. PrOZo2Wa2Wi2 User Defined No 0.6510 1:01 0.81 3.00 2.00 2 12.0 In Wall: Side Wall Z; PrOZo2Wal Wit User Defined, Yes 0.6.5J0' 1.01 0.8I 6.75 7.50 3 151.9 ❑ In Zone: Kitchen �. In Wall: "Drive Thru I Slider User Defined No 0.6510 1.01 0.81 4.00 4.00 I 16.0 ❑ ' Doors NO Description Type Shaded? Width H (Effec) Multi Area Cond. Dens.' Heat Cap. :R-Value Iftl Ift] plier Isfl, IBtu/hr. sL FI.IIb/cfI IBtu/sf. F1 Lhsf.F/Btu) In Zone: Kitchen In Wall: Rear Wall 8/112007 EnergyGauge Summit v3.10 3 _ I PrOZ61 Wa2DrI Solid core flush (I. _ I No 3.00 7 00 I 21.0 0.6061 0.00, 0:00_ 1.6S u 75 ") In'Zone: Din ing`Room In Wall: Front Wall " 1 PrOZo2Wa2Drl alum'/glass door. No', 3.00 7.00 _ I 21.0 ` 0.1200 5.50 2:89 8,�3' _ E Roofs No. Description Type Width H (Effec) Multi Area Tilt Cond. Heat Cap Dens. R-Value Iftl Ift] ", plier jsfj Idegl lBtu/hr..Sf. F1 jBtu/sf.,F1 IIb/cfl jh,sf.F/Btuj In Zone: Kitchen I ' . Kitchen Roof Arby's Roof 46`00 38.00 I' 1748.0 0.00 0.0526 19.0` ❑. In Zone: Dining Room -_ I Dining Room Roof Arby's; Roof. 44:05 38.00 I 1673.9 0.00 ` 0.0526 { 19.0' ❑ Skylights No Description Type ' U SHCCVis.Trans W 'H (Effec) Multiplier Area Total Area IBtu/hr sf F1 [Sf] [Sf] In Zone: In Roof: ❑ 1 Floors No Description Type " Width, H (Effec) Multi Area Cond.-,, Heat Gap. Dens. R-Value �ftl Ift� plier �sf� �BtWhr. sf Fj jBtu/sf. Fj alb/cfj" Ih.sf.F/Btul In Zone: Kitchen s 1 Kitchen Floor Concrete floor, 46.00 47'.50 . 1 2185.0 0.598.7 9.33 140.00 1.67 - ❑ carpet and rubber ". [In Pad . Zone: Dining Room 8/l/20071 EnergyGauge.Summitv3AO . 4 l i a 1 Dining Room Concrete floor, 44.05 42.00 1 1850.1 0.5987 9.33 140:00 1.67 ` ❑ carpet and rubber padr ' J stemV f Kitchen. ' System 1 Constant Volume Packaged System No. Of Units 1 I Component:,Category Capacity Efficiency IPLV Cooling System (Air Cooled 65000 to 135000 Btu/h 134000.00 11.00 11.80 Cooling Capacity) 2 Air Han dling System -SuPPI (Air Handler (Supply �000.00Y 0:56 ❑ I Constant Volume) Dining System 2 Constant Volume Packaged System i\Io. Of Units 2 Component Category Capacity Efficiency IPLV I Cooling System (Air Cooled 65000 to 135000'Btu/h 134000.00 I I :00 1 1:80 ❑' Cooling Capacity) 2 Air Handling System -Supply (Air Handier. (Supply) - 4000.00 0.56 ❑; Constant Volume) Plant Equipment Category Size InsLNo ' Eff. 1PLV "- Water Heaters W-Heater Description Capacit3Cap.Unit I/P Rt. Efficiency Loss 1 Electric heat pump water heater 90 [Gal] 12 [Btu/h] 0.8700 [Eq ' [N/A] ❑. 8/1/2007 EnergyGauge Summit`Q.10 ` s 5 Ext-Lighting " Description Category No. of, Watts per Area/Len/No. of units Control Type ' Wattage Ay Luminaires Luminaire Isf/ft/No) 1F, Ext Light 2 Canopies (freestanding, 16 72 40800.00 Photo Sensor; control, . 1,152.00 ❑ attached and Overhangs] 2 Ext Light31 Uncovered Parking Areas -- 12 400 40000.00 : Photo Sensor control 4800.00' ❑ -. Parking lots and `Drives: Piping No YP- Type Operating Insulation Nomona pipe Insulation Is Runout? Temperature Conductivity. Diameter Thickness lF) l Btu-in/haf.Fl line lirtl El Fenestration -Used Glass Name Glass Type No. of SHGC VLT Conductance Panes ) Btu/h.sf;F) ApLbWnd6 user, Defined 2 0.6510 1.01.15 0.8,120 ❑ material' Used Mat No Acronym_ 'Description Only R-Value RValue Thickness Conductivity' Density SpecificHeat Used jh.sf.F/Btu) )ft) )Btu/h.ft.F) )Ib/cf) )13tu11b.F) 187 Matl187 GYP OR PLAS BOARD,1/2 No 0:4533 0.0417 0.0920 50.00 0:2000 ❑ 8/l/2007 EnergyGauge Summit v3.10 6 i 151 M_atl151 , . CONC HW, DRD. 140LB.4 No 0.4403 . 0.3333 0.7570" C40.00 Oc2000_ ❑ IN, , 178 Matl178 "" CARPET W/RUBBER PAD_ Yes 1.2300 ❑ 105. Matl105 CONC BLK HW, 81N. No 1.1002 0.6667. 0.6060 69.00 0.2000 ❑" HOLLOW 1004 ApLbMat1004 ''fi foil insulation on wood Yes 7".0000 ❑ ! spacers t Constructs Used No Name Simple Massless Conductance Heat Capacity Density RValue Construct Construct IBtu/h.sf.F�" Btu/sf.F(; (1b/cfl [hsf.!F/Btu 1004 Concrete floor, carpet` and rubber pad No No 0.60 9.33 40.00 1',7 ❑" Layer" Material Material Thickness Framing No its Factor 1 151 CONC H W, DRD 140LB. 41N 0.3333 0000 ❑ 2 _ 1'78 CARPETW/RUBBER PAD 0000 ❑� No Name Simple Massless Conductance,. Heat Capacity Density , RValue Construct Construct Btu/h.sLFI lBtu/sf.Fl j;Ib/cfl lh.4.F/Btu1 1014 8. block/Fi foil isul onmospacers at 24"`and I/ No No 0.12 9.62 67.88 8.6 ❑ 2" gwb Layer Material Material Thickness Framing No. �ft� Factor 1 105 CONC.BLK HW,;81N, HOLLOW 0:6667 0.000 ❑ 2 187 : GYP OR PLAS BOARD,1/21N 0.0417 0.000 ❑ 3 1004 fi foil insulation on wood spacers _. 0.000 ❑ 8/1/2007 EnergyGauge Summit v3.10 7 No Name Simple Massless Conductance Heat Capacity Density RValue Construct = Construct I Btu/h.sf.FI IBtu/sf.FI jIb/cfj Ih.sf.F/Btul: 1027 Solid core flush (1.75") ' No Yes 0.61 1.7 ❑" Layer Material Material, Thickness Framing No. I ft l Factor, j 1 278 .. Solid core flush (1.75") 0.000 ❑ No Name Simple Massless Conductance Heat Capacity - Density RValue 9 Construct Construct j,Btu/h`.sf.Fj I:Btu/sf.F{ jib/cfj 1h.sfF/Btuj' 6 1`049 Arby's Roof No Yes 0.05 19.0 ❑ Layer Material Material Thickness Framing No: Ift Factor 1 94" BUILT-UP ROOFING. 3/81N 0.0313 '. 0.000 ❑ 2 244 PLYWOOD, 1/21N 0.0417 -: 0.000 ❑ 187 GYP OR PLAS BOARD,1/?iN 0.0417 0:000 ❑: 4 1003 4"_rigid insulation 0:3300 0:000 ❑ No Name Simple Massless Conductance Heat Capacity Density RValue . -, Construct Construct Btu/h.'sf Fj I Btu/sfFj IIb/cfl ; Ihsf.'F/Btu 1050 alum/glass door Yes No 0.12 2.89 5.50 8.3 ❑ ❑ 8/1/2007 EnergyGauge Summit Q.10 " 8 U Rear of Bldg. R ��/�� This document is the property of Architectural Shade Products. The information /�i,�.� A R C Fi' I L shown herein is to be considered -as a confidential disclosure. Copyright © 200: 1 by Architecturral Shade Products. All rights reserved. No part may tie duplicate( i S : H A in any way without prior written ,authorization. IJ-CT5 JOB: Standard Arby"s DATE: 7-2-2007 2575-C Cobb Int'I Blvd. . Kennesaw GA 30152 PI .770.590-1.230 . Fax) 770-590-8078 SHEET:3 TITLE: Awning Location Plan REVISED: s c- 1.., —0-4"Canopy Upper aft6chment to be .Z—bracket located near rafter locatio.nS.' Attach Z-&M ccket to all . with 114" masonry screw -.(Tap -cons). n Aw t , & 7 Elevation .ng-, 1 2�- 5 Tfirs 'd t the prop6rty,of Architectural;Sh, PCQTqp � is —r-E be :6on, shown "P r� b Shade z'8 prior Wr P R �"C'U `C T_ 5 JOB: Standard Arby's IQ - qts, -Al - I , fen autho, We Products. >The information Idisclosure. - CopyrightV 200, 'ed. No part maybe duplicate; DATE: 7-2-2007 REVISED: 2575-C Cobb Int'l Blvd. 9 Kennesaw GA 30152 Ph) 770-590-1230 Fax 770-590-8078 SHEET:2 ITITLE: Awning 1. 2, 5, 6 & 7 High output, single --- bulb' damp location fluorescent fight fixtures. Lengths -to suit awnings. Lights.. are :wired to each other. `Connections to main power source to be .done by- others. -Each single -bulb light willdraw approx. one (1) .amps. A Classic `Red "Canopy Plus" - Fabric bottom � Upper' attachment to be Z—bracket located near rafter .locations. Attach Z—bracket to .wall' with 1/4" masonry screw '(Tap Cons). Awning 3 & 4 Elevation /jam/ Thls document ►s the property of Architectural Shade`Products. The information i A :FZ C :H 1 T °E_ C T-�'uJR A L shown, herein` to be:considered as a.eonfidential disclosure. Copyright.© 200; by Architectural Shade Products All rights reserved. No part may be duplicatec S H A .f E- .� in any way without prio T r written authorization. 'F�r�a� �:.u�c s JOB: -Standard Arby's DATE: 7-2-2007 2575-C Cobb Ini'1 Blvd. . Kennesaw GA 30152 Ph 770-590-1230 . Fax 770-590-8078 SHEET:1 TITLE: Awning 3 &4 Elevation REVISED: This document is the property of Architectural Shade Products. The informatior A t z c ,e 1 I T E c :ur�Aa shown herein is to be considered as a confidential disclosure. Copyright ©2(lO by:;4rchltecfural Shade Products., All rights.reserved. No part maybe duplicate -; E in -anyway without prior wrltten;authorization. I P JOB: Standard Arby's DATE: 7-2-2007 2575-C Cobb Int'I Blvd. . Kennesaw GA 30152 Ph I 770-590.1230 . Fax 770-590-8078 SHEET:S TITLE: Mount Detail REVISED: iroperty of ArchltecturalShade'Prc onsidered as a confidential disclo Products All rights reserved. Nc r written authorization: T'S JOB: Standard Arby's 2575-C Cobb Int'I Blvd. .'Kennesaw GA 30152 1 TITLE: Section A dt B Ph 770-590.1230 Fax 770.590.8078 SHEET:4 cts. The informatior e. Copyright © 2O0 art may be duplicate s f DATE: 7-2-2007 REVISED` t This .document is�,the .property �-_ofArphitecturalShade Products: Theiriforn 0777',M�P,- A L d as 6d AR :C, -AA'T E`;M -spqiyn� 'erqnis to be considered a.con confidential disclosure. Copyright cz %. //' by 4rchrtectural Shade Products All rights reserved. 'No part may be.,dup 'any way wit dfh H A"D -E:�, inwithout h poor wdftenaut, orizatidn.PRnooucTs 41 J 'St6 M,� ndaird Arby's 2575-C Cobb "I I'l Blvd. Kennesaw GA 301 5 2' ITITLE: Drive Through Ph) 770-590-1230 Fax 770-590-8078 SHEET:6 tion, ?002 ated DATE: 7-2-2007 REVISED: 7 G. But1 Joint / Collar Installation Grease Duc'Access Door Installation j FireMaster, FastWrap+ is installed.in a single layer directly to the Four galvanized steel threaded rods, %" diameter by 4%",to 5' " G duct with a tight butt joint construction (Figures'1 and-.3). The E 'long are welded to the duct at the corners "of the door opening." FireMaster FastWrap+ material may be ,held`. in place with fila- _"" k Four:S" long ;l2 gage insulation pins 'are welded to the door " men glass tape 1 %" from each blanket edge and in the center, of E g panel for installation''of the blanket. Two layers "of 'FastWrap+" ? the blanket temporarily until the mechanical"banding or pinning are installed on the door." The first layer is cut and placed on the and clip attachment method is secured.:A 6" wide FireMaster '".pins and over, the access opening with a %" ;overlap: When'the i FastWrap+" Collaris centered" over the 'joints overlapping on door is installed this first layer is compresses and fitted against a each side'of the blanket joint Y. the wrap surrounding the door opening to forma tight butt joint. D. �2A 3 Sided Wrap System The second layer is centered over the first piece so .that a mini When space does hot allow for a complete wrap applied to.the I mum 1 overlap exists around the perimeter. It is.essential that, duct on all four sides, the FireMaster FastWrap+ can be installed this layer fit tightly against the, wrap "surrounding the access door' in a single:layer on the 2 or 3 sides of the unexposed duct and '' opening with no through openings. The second layer is impaled mechanically attached:. to a concrete or GMU assembly.- The"` over the pins and both layers are locked in place with speed FireMaster_ FastWrap+. is installed on the duct as described in clips. "Pins , that extend beyond the; outer layer of FireMaster " one of the three installation, methods described above with the Fast Wrap+ shall be turned down to avoid sharp points or) the . ' starting edge of -the blanket attached to the con ' Crete or CMU door. assembly and then, wrapped around the duct until the other end The insulated door panel and ;the steel tubes are pIaced;over the can be",affixed to the other concrete or CMU assembly, thus threaded rods and held in place with washers and wing "nuts. encapsulating"the duct with insulation around all accessible": "The steel tubes hold the door to the;duct and, protect the wrap sides. The blanket is to flange out onto the. concrete or, CMU "' from damage as the door is removed.". Alternatively," insulated assembly. It should be secured" to' the adjoining assembly with. pre. -fabricated, access, doors are available from dealers. $ee the R minimum '/16' diameter;"4" long concrete .anchors, footed to a .' Thermal Ceramics FireMaster FastWrap+ Design and minimum .1 %" wide x 3/16' thick steel strip/strap with pre -drilled ,"' Installation Manual for to installation"and drawing details., holes,spaced.a maximum 10" on center: The "FireMaster i FastWra +� insulation wrap 1 p , pis secured to the duct with" banding " 8. "Maintenance p ' (see Mechanical Attachment Methods for Insulation Wrap sec No'maintenance is required when installed in accordance with.' ' lion below 'or Figures 1 and 3). The ends'of the banding are to' Thermal Ceramics installation instructions. Once installed, if any loop into the steel"strips/straps that foot the blanket to the con "; section that is; greater that 8""x 8" is damaged or if the overlap Crete floor or wall; and are tightened down.' The trapeze'su"pport . area is damaged, the following procedures will apply: system may be incorporated within the wrap system. • The damaged section should be removed by cutting the steel d 'or " Mechanical Attachment. Methods for Insulation Wrap bandingremoving the clips holding it in place • A new section of the same dimension"should be cut from a 1.. Banding" -" wide carbon steel or stainless steel banding, ' ; roll of FireMaster FastWrap+, either 24" r 48" wide: Cut ; 0.015" thick is laced around ,the entire p perimeter of the insu-. i edges of the blanket shall be taped` to prevent exposed lated duct with maximum 10'"'spacing centers 'and 1%",from edges of"the insulation from wicking moisture or grease into each blanket edge or 1" from each collar edge heusing the the material and degradation of the fire barrier . butt joint and collar method. When banding; filament tape can . be used to temporarily hold the blanket in' until the band •The new section should be placed `per Thermal Ceramics. place manufacturer's Installation Instructions ensuring the same ing'is applied. The bantling is placed around the material and overlap that existed` previously` tightened so as to firmly hold the FireMaster FastWrap+ in place , • The steel banding should be placed around the material and against -the duct, but not cause any cutting or, damage to the tensioned so,as to sufficiently holId the FireMaster " bl"anket. FastWrap+ in place .without cutting the"blanket 2: Binning - Min. 12 gage, 5".long steel insulation pins are weld • If the blanket has'not been damaged but the foil has ripped J I ed to the duct at all blanket overlap locations"(see',Figures 1 and ' seal, he"opening with aluminum foil tape 3) spacedih rowsrr�ax. 10%" on "center and maximum 8' "apart. For damaged areas le's's than: _or equal to 8" X 8" the following 'procedure An insulation pin is located in the;middle of the perimeter over " may be used. " lap"`and center spaced between the pins. -•Pins are locked into 'The damaged section should be removed by cutting out a € place with 1 %" diameter, square, or round, galvanized steel; square or rectangular that includes,the damaged area"and speed clips or cup "head, pins". Pins that,.extend :beyond outer does not exceed 8" in width orlength. " blanket wrap layer, shall be turned down to, eliminate_<shar p • A repair section should be cut from a section of FireMaster edges or the excess length cut off.' FastWrap+ that is 1" wider and 1' longer than the damaged NOTE: Pinning is required grease -ducts larger than 24"%X 48 . area that has been removed. Cut edges of the blanket shall be taped to_prevent`the exposed edges of the insulation from, Through -Penetration Firestop System " wicking moisture or grease into the rriaterial. ; When the duct penetrates 'a concrete or drywall`fire rated wall, " • A"single min; 12Gauge insulation pin min, 3" long should be ceiling,or floor, an approved, fire,stop system must employed. welded to,the. grease duct in the center of the repair, area. (Figures 2 �and,4). FireMaster FastWrap+ approved through, (Note: Cup head pinsmay also be used.) , penetration fire stop systems are listed in " Section 4, .The repair section into be centeredon thJ. e,bpening'and " Specifications. impaled upon the insulation.pms. All overlaps should" be I - ' tucked into the repair opening to provide a tight fitting joint: To fire stop the through penetration void area, cut" strips"of Insulation is held in place with a 1'/z`' square orroun. d ! FireMaster FastWrap+ 4W" wide and as long as the opening and . ; nized or.stainless steel speed clip, or a minimum 1" diameter" € install at a minimum 50% compression. Install the trips so that cup head pin. The excess portion of the pin;shall be but off; they are recessed '%" from the top surface of the wall or floor. and/or turned down to eliminate sharp edges. " Install a minimum an approve firestop sealant into. •Thejoint should be sealed using aluminumfoiltape, the ppening to the" recess around;the top "surface of the floor or wallthrough-penetration opening. ; h 9,_ L i m itat i o n s "l For peisona/ protective equipment recommendations see the MSDS. . [ • FireMaster,.FastWrap,+ shalf'be installed in accordance with rhermal Ceramics /sa trademark of Morgan Crucible Company plc. and FastWrap are trade. Thermal Ceramics - Installation Instructions -- marksotrhemaiceramlcetnc._,: Fastwrap products are Manufactured by rhermat ceramics ' Inc. Duct Systems are distributed by authorized distributors and no longer by 3M.. • Multiple steel ducts in a single FireMaster FastWra + enclo- - - p rremco and Fyre-SI/ are uadenames a/ 7remco Inc. i sure system are not permitted for commercial kitchen grease Pansirrsatrade�gmeotspe�iteerBchaoiogles inc, ducts. Multiple steel ducts in a single enclosure are permit- 83s+IsgtradenanaoiAactorseal . ted for air.ventilation ducts FS One as a tradenameofH/L r/Inc. I •. Grease Duct Sizes`> 24"x48" insulation is attached using i steel pins'' ' • Air. Ducts' when maximum duct size dimensions are greater =than 84' x 21" in cross section,"reinforce the duct with steel `- angles sufficient to support the total weight of the duct assembly and the FireMaster FastWrap+ enclosure Minimum '/a diameter all thread steel rods do not have to be insulated • Horizontalsupport' members may be incorporated into the i enclosure wrap • The integrity of FireMaster FastWrap+ system is limited to the' quality of the installation i i f i vvFire Protection Systems j FastWrap+ 1'/2" Commercial Kitchen Grease or Air Ventilation Duct . 1 or 2 Hour Shaft Alternative,-, Zero Clearance to Combustibles' t .. - ... ., ' Alternate ' Pinning Technique a ` Gtrecise Ducts Only; I Sizes 24'x4g" In Crass Section I `'� Pinning Tvhniyue; Requu�ed. i �?Int Optl4n crc,5 wQf tl[-,n View `• OPL Design No. GO 544 F. and .GD 562 F Figure 1 ' UL Design No. G•14 and V-19 ;Drawing No. FMFW1.5601-1. 4 1 One layer FastWrap+ 1'/"thick R2 Steel banding h' wide minimum E 3 Y minimum longitudinal overlaps' a i E 4 3" minimum perimeter overlap _ gaeiia{, 1'Jrp pptinn 5 6" wide FastWrap+ collar (for Butt Joint.option) i+n vlr i 6 Firmly butted lotnt (for Butt Joint option) t ! i 7 1 O or 12 gauge steel insulation pin with 1'/z' x 1 F or 1 %' i E diameter galvanized speed clips (for alternate pinning) NoteiThe integrity of Firemaster duct wrap product is limited " l to the quality of the installation. Cf VCkvrb..ri d L'Li <rt� P{ib..,ii ^ i i craa ..a. syer9tion Vi,�V a I i. InstallationPin Layout Figure 4 Drawing No., FMFWj:5004 1 -Vertical section 2 Access door . 3 10 or 12 gauge steel insulation pin Note;'The integrity of Firemaster duct wrap product is limited r to the guality,ofthe installation, I I' P 0 i ! Marketing Communications Offices North America - Sales Offices `Thermal South America -Sales Offices ; Colombia I Ceramics Americas Canada = i - .; Argentina T +57 (2) 2282935/2282803/2282789 �" j T. ,(706) 796 4200 - T +1 (905) 335 3414 ; T. +54-(1.1) 4373 4439 F +57-(2) 2282935/228280312,3722085 - d l `F. (766) 796 439-8 F +1 (905) 335 5145 - 1, F +54 (1 104372 3331, Guatemala ..Thermal Ceramics Asia Pacific `.'Mexico Brazil T +50.(2) 4733 295/6 �� [ -:.T +65 67336068, T +52 (555) 576 6622- T +55 (2.1) 2418`7386 F. +50;(2) 4730 601''. F, +65 8733.3498 - ; , F. +52 (555) 576 3060,., - , ..:. F: +55'(21) 2418 1205 - Venezuela .Thermal Ceramics Europe - United States of America' -} ' Chile T +58(241),878 3164 T. +44 (0)751 334 4030.. `• '; Eastern T((800) 338,9284 F (708j 796 4324 `' T +56"(2) 854 1064 - ', ', F +58.(241) 878 6.712 '• F. +44 (0) 157 334 1684 Western T (666) 785273 F: (866) 785 2760: F +56 (2) 854 1952=; 06.07/7'14-230/5M I Fh ,1a Building Code Online ,http//www.floridabuilding.org/pr/pr_app_dtl.aspx?para i wGEVX .: summary of Products f FL # Model, Number or Name Descriptlon- I 5385.1 IR500 Framing Storefront Framing Limits of Use (See Other), Certification Agency Certificate Approved for use in 'HVHZ: Installation Instructions' Approved for use out HVHZ: PTID" 5385 I 04012301 QR500 w-Viracon !.ImpactResistant: I HRG-2).pdf, Design Pressure. +/ PTID 5385 1 04021110 (IR500 StormGuard).Ddf, f I Other: For use;in,the HVHZ per NOA 04-0123.01 PTID`5385 I 04021111 (IR500 w-°090 PVB).adf 5/8" HRG-2"Glass @ +/- i86 psf Max DLO:52.5" x Verified By, p 115" @+/- 75.5 PSF.Max DLO 57.5" 115" s 53H.2 IR500 Framing Storefront Framing Limits of Use (See Other) Certification Agency Certificate , Approved for use in HVHZ: Installation Instructions: i Approved for use outside HVHZ: Ve'rifled By: " i Impact Resistant: Design Pressure: Other: For use In the HVHZ per;NOA 04 0211.16 @ +/- 89 psf 57.75" x 94,-75" @ +/r 88 psf:-58.75 x 94.75' `I a ` I 5385.3 IR500 Framing Storefront Framing Limits of Use (See Other) " `Certification Agency Certificate a Approved for use in HVHZ: Installation Instructions ' Approved for use outside HVHZ: VeNfled By.: E Impact Resistant: " ` Design Pressure: +/ " Other: For use-ln HVHZ -per NOA 04-0211.11 9/16'. 090 pvb Laminated Glass @+. 60 /-.65 psf Max DLO 45.5" x 94.75" . 3 : Back Next -- Y DCA Administration` DepaKment of Community Affairs 4 Florida Building Code Online I Codes and Standards. 2555 Shumard Oak'Boulevard Tallahassee, Florida 32399.2100 l (850) 487-182"4, Suncom 277-1824, Fax (850) 41478416 l © 2000 2005 The State of Florida. All rights reserved; Coovrlaht'and Disclaimer Product Approval'Accepts y it F i'CI tip+ YfA t i � p1 i I. i � f I 1 2 oft i 7/13/2007 11:16 AM 777 _ -- a _. 77 Florida Building Code Online, http://www.floridabuilding.0rg/pr/pi_app_dtl.aspx?paraffi G, X .. ,i Sections from the Code 1504.3.1 1504.6 1504.7 1565.1 1507,13.2 . 1516.1 1523.6."2 0 s I 15z3.6.2 I Product Approval Method Method I Option A I Date Submitted 0.7/15/2005 Date Validated 07/15/2005 Date Pending FBC Approval 07/25/2005 Date Approved 08/24/2005 Summary,of Products FL # Model, Number or Name Descriptlon 241.1 Duro-Last Roofing Systems ` 'Thermoplastic, single -ply roof systems Limits of Use (See Other) Certificatlon Agency Certificate ' Approved for use In HVHZ: Installation Instructions Approved for use"outside HVHZ: PTID L 241 'R1 I 10 ft tab soec.pdf" Impact'Resista.nt: PTID 241' R1 I 5' ft tab`spec,pdf E Design'Pressure: +/ PTID 241sR1 I" M-D'NOA 'cementitious wood.pdf i Other: See General and System",Limitations set PTID 241R1 I M D NOA'concrete':pdf forth in current Miami -Dade NOAe. PTIQ 241 R1 I M D NOA LWC.pdf PTID 241 =R1 T m M=D NOA PTID 241- R1 I M-D NOA recover.gdf j PTID 241 R1 I M-D NOA steel;pdf I 'PTID 241 R1 I metal bids spec`2003,pdf PTID 241 Ri" I Table of Contents for Details,odf ` f Verified By: " Back Next I� [ DCA"Administration ggg� Department of Community Affairs Florida Building Code Onllne Codes and Standards . 25S5 Shumard Oak Boulevard I Tallahassee; Florida 32399.2100 (8S0) 4V-1824, Suncom 277-1824, fax (850) 414-8436 i ©2000-2605 The'State of Florida. All rights reserved. Coovrioht and' Disclaimer Product Approval Accepts:' g; t:! i ji i Bobby I I t i I 2 oft i 3/20 7/1,07 11:38 AM y Plan ID uantity Description page RTU - 1 ([{itchen -> 10 Ton) 1 LGC'20S2 .. PkgGE/10Ton/Configurable 3 RTU - 21 3 (I)ining- 6 Ton 2 LGC072S2.:. PkgGE/6Ton/Configurable 9 IF 9 Lennoii Industries Inc: - Product Submittal July 31, 2007 RT Vl Arby A74/A60 Southern -2007 ANY"WHGRE, GA 9 Unit M RTU - 1 (Kitchen"- 10 Ton) i I SPI{ CIFICA PIONS AND RATINGS Packaged Cooling &Gas°Heating': " Model nwiiber......: : .......:: L,GCI20S2... PkgGE7lOTon/Configurable,.: Sound rating number (db)> ........ ....... ........: ........: ......... ......... ............. ....... ....................... 88.0 HEATING PERFORMANCE Heat source ......... ......... ......... : .......: : ........: :: : Natural Gas g Gas supply connection......`. ....... .,.... ......... ........ ......:: .......... .....:: ....... ............ 0.75 (in.) Mechanical: Heatin ca acit in "ut low stage).:..' 8'4,500 'Blob ' Mechanical: , Heating capacity output (low stage). ......: ........: : " ... 67,500 (Btuh) Nleehanical: Heating capacity input (high `stage)..: ....... ....... .....: .......`.. ........ .............. 130,000 (Blob) Mechanical: Heating capacity output:(high stage)': ........ ........ ......:: .....::.. ......:: .......::...r.. 104,000 Mechanical:, AGA-CGA t}ermal efficiency ;...>. ......:; 80.U% ` Mechanical: Temperature Rise....: ..................... ;. .......:: ......., ....... ... 20.0 (deg F) " COOL ING.PERFORMANCE " i' ARF gross cooling : ........; : : ...... ......... ... ......:: 126,000 (Blob) ARl net"cooling....: ........: ...... ......; ............... ................ :: .......:`. ........:... ........... ` 120,000 (Blob). e p ARI total unit watts .. ...: ......... ........ ....... ......... 11,660 i. ARI"EER (Btuh/Watts)„...' ......; :; ! ........: ........: :, a .......:' ... ....:: 10.3 ' AR1 integrated part load value ....: ...... .......: ; ...:: : 10.5 Number of Compressors.::. .............. . ......._ .,.....:, 2 Outdoor all, day bulb temperature .:' : :......... 95.0 (deg F') ' Mixed air-dry bulb temperature ..... ............... :: ........: 80.0,(deg f) Mixed air wet bulb temperature ..... ........': : 67.0 (i eg F) " Direct Ex 'ansion: 'Gross total coolie p g .....; ......I . ........: ......:. ...... ........ .............. 129,400. (Btuh) Direct Expansion: Gross sensible cooling . " .....,; :........ 106,108 (8tuh) " Direct Expansion: Moisture Removal ......:: ......: ........ ........ ....... ........: .... ... ......... ....... 2 LS (ih Coil Discharge dry bulb temperature .....:: 59.9 (deg F)" Coil Discharge wet bulb temperature .....:; . 58.6 (deg F) Condensate drain size ......:: .......; 00 fpt (in.) Refrigerant type. :.. : :: ......:.1 R-22 SUPPLY FAN PERFORMANCE d Supply fan total airflow...;" .............:: ................... ........ .....: ..•...` .................... 4 800 (CFM) I External static pressure - supply side ........ 1 00 (in: W.C.) Wet coil static pressure ..:... .............. ................................. ,...; : 0 33 (in. W.C.) Gas.Heat Exchanger Static -Pressure .......: ........: ........ .: ..... ....... ...................... 0.14 (in. W.C.) " Total Static Pressure' 1 48 (tn. W.0 Supply Fan power .: ....... ........ ......... , : : ........: ,.......: Supply fan motor noniiriaC power :. = 3.84 {bhp) .......: ..... ` ......:...... 5.0 (hp) e Required RPM'.:. :...:: :. �. q 1,102 RPM range. ;.. 895 - 1120 -Air`filter quantity..; 4:; Air filter length x width ...:: ......:: '18 x 24 (in.) t ' Air filter thickness ....... ........: .......:. ........ . ............... ........................... :: .................. ......::....... ? (in.) ` ". ELECTRICAL " ' Power supp y .. ................. ........ ............... ....... ......... 208/230 V 3" I?hase . 0 Submittal Nbr: U603Q2813Y-04. Product Database Updated: 7/17/2007 2:26:18 PM z Page 3 of 14 ° ' Lennox Industries Ine. - Product Submittal a July 31'; 2007 AE RTM Arby A74/A60 Southern - 2007 ANYWHERE, GA Unit operating range....... ..': .......:.......... : ................ ....... ......... ......... .......:. 10% +. o. Com ressor RLA total p ) ...: ...... ...... ........ ..... ........ :. r:: 30.8 . Condenser fan motor watts . .......: ....... .......: ..::..... .,.::::. ..:..:,. .....::: ; :.::..:: ....... : Condenser 'fan full,load amps (total) ........ ..........:: .......:: 4 8 ......0 Sstem MOCP" am s .......................... Y ( p) ......: 70 System minimum circuit am pacit I ::. ........................ : 57,0.. '. i DIMENSIONS I. Dimensions ;.. ....:: . 50.0 h x 58:0(w) x 99.25 d (in.) Down-flo supply air opening ......: 20.0(1) x"28.0(w) (in.) , Down-flo return air opening ,: ...... .....: ......... ....... .......: 20iO(l) x:28.0(w) (in.) , ! Horizontal supply air operung ............. ...... ........ ....... ........ 15.0(h) x 28.0(N) (in.).:o ° Horizontal return air opening,...,.: ......... ........ .......:. ....... ......:. 20.0(h) x 28.0(w) (in.) I i Total installed unit weight;: ................... .....::.. ......... ... .......: ....... .......... 1,511 (lb s•) EQUIPMENT FEATURES Durable Outdoor Enamel Paint Finish { Copeland Scroll Compressor Pre -charged Refrigeration System' j Expansion Valves High Capacity Driers. o Loss of Charge Switch 1 ° High Pressure,Switch (Manual Reset) l Totally Enclosed Fan Motor. j PVC Coated Fan Guard Farr and Limit Controls Factory Test, Operated ' Bondedfor,'Grounding Internal_ Pressure Relief Valve Overload Protection 1 Crankcase I eater j Timed Off Control i Units will.operate,cooling down to:0 degrees F..(,17.7 degrees;C.) a Copeland Scroll Compressor, R * Two stage operation with a 1 stage thermostat &timed -on second stage. Two SIab:Coils AGA-CGA Certified i Separate Compressor,and Controls Compai-tment '. i Redundant Comb. Gas Control. Valve 0 Electronic Flame Sensor Direct Spark Ignition Two Stage Gas Heating 'Aluminized Steel lnshot Burners . .1 l f Limited warranty on aluminized heat exchanger of 10 years 1 Limited compressor warrantyof.5 years Limited warrantyon stainless steel heat exchanger of15 years Limited warranty on all other components of ] year See Limited Warranty. Certificate included with unit toe details FACTORY INSTALLED OPTIONS Constant Volume:Belt Drive Blower ' Air Filter Type - 2°' Pleat ME RV 7 Std Filter Blower Motor S Np Std I Submittal Nbr: U603Q2813Y-04 Product Database Updated: 7/17/2007 2:26:18 PM i - Page 4!of 14 1 F18ERGLASS INSULATION, '(F.rn13had) , COUNTER FLASHING NAILER STRIP (Field Supplied) (Furnished) , . IpI CANT STRIP f ROOF CURB / (Field Supplied) Roof Curb -- LARMFI0/1514 LARMFIO/15-24 I Moment of inertia (1) (in 4) (Cm4) 3g (I6U) 166 (6639) 1 I Section modulus ,E (in.3) (Cm3)�-.: 55(90) 13.1(512) Curb weight Qbjtf) (kg/m)of length 5.5 (8.2) 8.5 (12.7) - Design strength.(psi) (kPa) 20000 (137,900)1 20,000 (137900) e , . _ l i Lennox IndustriesInc. - Product! Submittal 4 July 31,'2007 RTM Arby,A74/A60 Southern - 2007' ANYWHERE; GA Unit ID RT, J - 2, 3 (Dining = 61.06 SPECIFICATIONS, AND RATINGS Packaged Coolii 4 Gas, Heating Model number L iC072S2... PkgGE/6'foniCon;tiburahlc Sound rating.number (db) 82.0 HEA4 NIG PERFORMANCE i Heat source ......... .......: .........: Natural vas ' Gas supply connection-.,......: ;: ........:....... ::.. .....<, ........ ........; .......::.... ...:. ...... ::..... (l. (in.) Mechanical: ;F eati� ng capacity input (high gibe)..;. ......`. .......:..... .... ....... ........:` ......,. 78000 (}3tuh) , - Mechanical: Heating capacity output (high st�(e):.. .... . .......:. ........ ........ .......: ............... 62,400 ([3tu11) Mechanical: AGA-CGA t4 ermal efficiency ....,>::, ::........ 30.0°io Mechanical' Tei7�perature`Rise.....s : .....: ........ :.......... 34.0 (de F) G COOLING. PERFORMANCE ARI gross cooling. ......:.: ...... :, .....: ; ... ........: 7.6,000 (Stub) ARI net cooling.,,.,.,.,.,...-., .... 72,000 (Btuh) ,. ' ARl`total unit watts ...... ....:: ....:: ........: ........: :....... 75200 ARI EER (Btuh/Watts).....'.. ....... ......: .......:: ......... ......:.. ! ........: : ,...... ;......... = 10: l Number of Compressors...: ........: ..... ......:: ......... ......... ........ ........... ...:........... i Outdoor air; 'dry bulb tempe"rature : 95.0 (deg F)' ` g Mixed air dry bulb: temperature ....:: `. 80;0 (deg F) Mixed air wet bulb temperature....:: ......... 67.0 (deg F) ; Direct Expansion: Gross total cooling .....:: ......................... ...................... ... .... .... .!:..... 75,80�0 (Btuh) Direct Expansion: 'Gross sensible cooling: 5,3,060..(Bt61i) Direct Expansion; ;Moisture RemoVal........ .... .......... ......... .......... ... ............ ...... ........: ... 21.0 (lb / Iir) Coil Discharge dry bulb temperature ......:: .......: ........': ......:. ........: ........ ,......:.......... 59.9 (deb F) Coil Discharge wet bulb temperature .......: ......... .......... .......`. ........ ...a.... ...... .......:. ....... 57. l (deb F), r Condensate drain size ......:; .....:. ........' ........ ........ .......:. ......... ........ ........ ......... ........'0.75 fp (in.) c Refrigerant type ...:. .......:: ........ "R-22 SUPPLY FAN PERFORMANCE s Supply fan total aii:tlow..::. :........: ........ : '.... ....: 2,400.(CFM) P External static pressure - supply side...... .............................. ....... ........... 0.75 (in: W.C.) s Wet coil static pressure.....:. 0.;19 (in. W.C.) Total StaticPressure 0 94 (iii. W.(..)' Supply"Fan power.. .......... 1.65 (bhp). Supply fan motor nominal power.,....: ........ ....... ......: ........ ....... i, ......:..:.. l .5 (hp) 9 " Required RPM ...... ........ 1,170 RP.1V1 range ....... 800, `1105 I ° Air filter quanfity................................... ..... .......:: .......: :........ 2 Air filter length x width ....: ....... .......:` ................... ....... 16 x 25 (in:) ` Air filter thickness'. .......: ........ ........: ......... .......' . .......: ..... ......... .......: ......:':. i. . ............... 2 (in.) i ELECTRICAL Power supply .......:: ........; ......:. 208/230 U 3 }'base Unit operating range ......::. : :. ........................... +"or Compressor RLA (total) ....` ::: .......: .......:: ........: 20.7 Condenser fan motor watts :........ .:................ ......:........ :.......... :... .....:` ........; ........; 360 jCondenser fan full load amps (total) ......:: ........` ........: ........ .... ... ......,. 2.4., r - Product Uatah isc t.lpclatul;:'7/17/2007 2::18 PM 1 Sub'mittal Nbr: U603Q28 3, -0426 Page 9 of 14 i Lennox Industries -Inc. = Product Submittal Jul 31, 20071 1 RTM Arby A74/A60 Southern - 2007 .` ANYWHER;E, (..A System MOCP (amps) :: >U System minimum circuit aiitpacity`. ......: ........:............... ......................... .; ; l.U., DIMENSIONS Dimensions 36 ) . )011 x.. g...... .....:...... ......... .Down-flo supply air openin (h) .46 .0 x ?80�)( in.) ( Down-flo.return air opening .....a...: ........ ......... ........ .......:......... ......... ..... ;.....:... 14.0(I) x 28.0(w) (in ) Horizontal supply air opening .....:. .... ........ ....... ......; ......: ]�1.0(h x 28.0(w) in. ) ( ) F Horizontal return all- opening _ l 14.0(h) x'28.0(\v (in.) Total installed trait weight: ........: ........: ......... ........ ........ .......: ....... ....... ........................ 891;.(lbs.) i EQUIPMENT. FEATURES 1 Durable Outdoor Enamel Paint Finish Copeland Scroll Compressor Pre. -charged Refi-igerntionSystem. Expansion Valves � High Capacity llriers Loss of Charge.Switch ' High Pressure Switch (Manual Reset) Totally Enclosed Fan,Motor PVC Coated, Fan Guard Faii and Limit Controls Factory Test Operated f Bonded for Grounding Internal Pressure'Relief.Valve Overload Protection Crankcase Healer F Timed Off Control Units will operate cooto 0 degrees F. (17.7 degrees C.) ' Copeland Scroll Compressor. * Two stage operation with a 1 stage thermostat & timed -on second stage, Two S.lab,,Coils AGA-CGA;Certified Separate Compressor and Controls, Compartment I Redundant Comb: Gas Control Value Electronic Flame Sensor.:" -. Direct Spark Ignition Aluminized Steel Ihshot Burners i - Limited warranty on aluminized heal exchanger of 10 year's ' I Limited compressor warranty of 5 years Limited warranty on stainless steel heat exchanger� of 15 V1u;its Limited warranty all"other components of I year See Limited Wairi my Certificate linGluded with unit for details r i FACTORY. INSTAL LEU OPTIONS Y i Constant Volume Belt Drive Blower ' Air Filter•'hype -_2" Pleat NILIZV 7 Std Fi ter ' Blower Motor - 1.5 Hp Std Blower Drive Kit -2 (800-1 105 RPNI) Gas Heating.- 78K Btuh Aluminized Steel Tub HeatExchanger: xchanger Manual OAD ' 'Supply Air Smoke. Detector- Factory Installed ' Unit Disconnect 80 amps:- Factory Installed ;1 . SubmittaLNbr: U603Q2&13Y-04 Product Database Updated 7/17/2007 2:26:18 PM �" Page 10'ot' 14 WEIGHTS CORNER, WEIGHTS - Base Unit CENTER OF GRAVITY ' Model No. Nat Shi m PP 9 AAI, BB CC DID EE FF lbs. kg lbs. kg lbs. kg lbs. I 1kg I lb's. I kg- :Ibs, I kg. ` in. mm I In. I J,mrn " 072S 745 338 875' 397 -:: 61 73.1 f74,1 79 1 228. 104 1 212 1 96 20-1 8 '511 1 42 IA 1 1070, o.� rrlo❑ 7C L1J�loa —I I BLOWER m 0 14,j358) .' 33.114 (fl45} 36-1/2 (927) .-... .00P a II OI NCOILSER:. (78) , .. (�6j 4.1/2 14'(356) - D191 ( .r GAS - ... ..38) INLET 5i1/4 -' 1310) FORKLIFT SLOTS (133) (130) OPTIONAL GFl, COMPRESSOR .(83) • 'ELECTRICAL INLET 115 VOLT OUTLET - COMBUSTION - LIFTING (Low Vdtugo) (Feclory or Feld InMelleif)' AIR INTAKE r HOLES (Fro End) . nl, Bock 8 Blower E HORIZONTAL - RETURN AIR OPENING • SIDE VIEW I 'When �1oi Rs��eaj� SIDE ::VIEW. (Horizontal Openings) Fectory IniWlled Dleeonneel la Nm Used. I OPTIONAL ECONOMIZER DAMPERS . Or OUTDOORAIR04MPEIIS - ".11r, I TONAL ECONOAti7ER DAMPERS (Factory or Field htstalled) `, 1! 1 (6) (I dory o Fi Id I stalled) - I�. ' �"� 381 ( ) 45 FILrCnS (1143) ��-' ;_ OpTION1L 01If60on 15 (381) 45 ,FILTERS (1143) i OPTIONAL OUTLIUUH I _ FLI UA Vi tfr 0V�IFI AIRIi00D ! AIR HOOD a (Factor y.or Hold hremllad) I - (Factory or Field Installed) COMBUSTION F11 I I �. _ C—��{ir�� i.AIRANTAKEOUTDOOR- ' AIR OPTIONAL POWER VVV pp I I I OLITOOOR --� III I BLOWER. I ( Y) EXHAUST FAN (Fmid Installed) „III I I I J BLOWER OPTIONAL BAROMETRIC AIR " RELIEF HOOD.. I _ _ - Down flow A�plmations Only � : �; v _ 1 j (Field Installed) /� I OPTIONAL BAROMETRIC ' RELIEFDAMPERS EXHAUST (Feclory or Field Installed) AIR -24-3/4_ 5.1 /B (130) "EXHAUST ': AIR 31.1/2 `• -N-1//4 Sd/D (130) - r (629)- CONDENSATE DRAIN (800) (616)" ` CONDENSATE q ... ... :: END VIEW DRAIN. a END VIEW (Euonorciizer/Outdoor Air Daroper) l I (Power Exhaust) >I i ri i Submittal.Nbr: U003Q2813Y-04, Product Database Updated 7/17/20Q7 2:26':18 PM Page 13:ot' 14, ` I I L L 1 1 I � �r � I 'UNI C !f f NOl 12 i6 F: 20/23 FAN L 1 CON fCTIOMS _ D/MfHS! N _ uo�Et uo J/OV/R SVCI70 pFYry AFNGIH: HHGHI - N'fJGHI(L63) __ i x _, HIG_Si5 3. -' 2 114 32;3/e I IJ. L�LSF6o651ACr3�M,�•, / ,B 8 . I}I/245-_. q/a 15 19 ORD I ,='l '. ORDEPDAIE 5/15 Di! ORDER Y 10 801,?? 5 l0 1 Ib 103 315.ORDER D 1 01/3D/0 Jl5 ORDER R 102 181 . FOR SI DCK - �R��L�}'.%%U�0704 :17 81 JC/. I ..CJ- ORDER DAIDI L3EGp ] ill .ORD�.'D 1 9)09/05 Gil ORDER 101 B.Aa0 F_. _1 •. -. ,, T,D D COR4ECIED ELOOE: 'l AIL , ff -R vl o a4P, MC s EVISEt-i DOOF IOC " •��� lSC1AfF.TRIC F..4 } OI,'T 9 ' /'�"� U QUOTE NO 29020J FOIE: PI EeECJ.-,1 J CGG ER AT Coeia[v It SI it 8H RRO Ponin to uR n ti RIOM I , 1.D-1 Ll.l. v. rhR6YS DWG BY: °Th' ------------ M9 105 SAI CC R LOC_ IED DOGE; �'I/DAiE -�JS SINCE I9FC Vi A. BROWN & SOM1 14 C'. REF NICER A iOR 08/ 3/05: EF 9416 - 0. a1. g s 4 -- — — ., — -- —___ —= — — _ ------- --- — ------ — _ _. .-- — — — — --- — — — — — — WALK IN SPECIFICATIONS , I 1]I-I i " COMBINATION COOLERLFREEZER _ COMWW71911, II B ] 3/- HIGH /\ i OVERALL D/MENSIONS I $ $ X 16 4_I /2' X '$ 7 3/4, -- �\ \ w. j� COMPARTMENT SIZE COOLFR/FRFEZFR \�- �' '-' ~ y1- -" --t \. 7-8 1/2 % I5 S FR E ER W/FLO"9R , -, __ ,_METAL s { 7"1 Y ~_~I �9. t +1. �. _ \ S—_ .. BLTERIOR WAILS ,, I- - ' _ - t > }�r1 / - EXTERIOR WALLS h J INTERIOR CEILING J 'I - : � I - -' 1..' I -' INTERIOR LOOK •99l 1% PROSr�- OR F ATES H - 1 E I ?, i i i POOR SCNE� _ F: F.1 JF M F .1 �- f,.1 I+ C1 s o :c 5 � ,�, �— - , - f 1 . ACCESSORIESlice a4.. - �� a I( D ; _ ,° �r.00 �� I _ I yi . _I P- S R R R it 12-U E K _ "i.b T ,I - l t I I - _ _ _i _ _ _ —_�— i II`. - .__7_� _____-_ _ -_ _ '=:r�' 1 GENERAL INFORMATION ' r -. -:;. ELECTRICAL: :U. APPROVED -.:i _ Cl C J IS L -. ...c ',� ,.: '.1 _ _ -- IP..\ H i ITS! ,I-L PF :'..:I GJr ra5-.:: 7:...:t_ i :. a-411 1. 9 - - PO .R F INSULATION UL 2S FL READ LA�SIFLl. I A 9 ... r71 L - i i r0 o[LEL' i — ' L �IJF I-� CiJ n !IV"'/ :`OUT I i - I - --� i 'l; II II H !f'f - Ah I! FA J' FRIC D -' CIFI 4TION� �_. -' G L t -.. F - f - - .. -,: c ..� ,�;. - . :. f - __, i _ :: - --- -.: ::1••r ' ' ., L — - COO.: ! e� r- 11 r :r c ynsl Y - + - . - ' - -. - - CIO :VIEW IHL_,.-''` �.' _...: . - rt I,'., Hr � N.l.e'SITION 1. -: FRE__rN,-,_� - r .-. . 'I ..._l -.'. .--- ._.. I ._ 1 ., .•. r l.:R. L - _- - 1. r ,. - H 11 _ F E'�1 M I Q L .. , i I ' I �.Ir. - - vC01 $IYII.. ', L IN UMI I — AA, L 1 I 3' - a r 1.II O O.f A 1 IY v ff_ ' '� I (} { a CCY 1 O Oh : :. ] ] { '_ , - _- 1 P I .. £( NO (lOUIO [E c (h 1.0 I l h GH f CG4 1 ... F F F—, ` _ J a sr..0 h N 1 - i . f N.. M v?.. r P. D1-:.,, ID -IOJ: l — .....-..........v... _. _ — r .-.. ..: .... - :I 1 I I i .. I h . II I E . 1 tI. .l iF I I' I f — J EI 1 I �.vr -' / I' J f EG G 1 C c .. r . .i 1µ Y FIM) F M r F M �' 1 o 3 q - &-F I v A'. a "I -'ll I'. ..I "-I i i i SECTION iHP U N COOLEP /FPEFZ F WALI91 . I I =F - - - C l `'Q ET _ =1 r �i -_ `. ... ._ - :iq rl� .f,. -.. -H -. i i ' STP.UCTUR:L REIN . U G 1 C i 'j FLOOR PA - - - _;_ ;1:;. j I. 7 F I I f I I u-,.- P„ _ 6r� F PFaI I_.�I: _/�� / f ,/ �,T C Li: -,I,, l/ n �- STl7. I �/�'� //f LN eY: J 1 LF - .. - f 11 I K ..- - f C - L t� "C. r P_J f1 .-__ 1.- _.. ow nc �3 , . '_' II IN ll r2N IIH f<� 4 QT1%4:- L L 1. i sl 'J �; $'. . L : L/ d. 1 IBC t 'd? ., ., AIDDIEBUPG HT f�L •,;- -.}-1 .,ca:-i_'L 66 ____ _ j 9 I 9. '. _.. -1- .__1-_.-. ._ ::-:; . : , -. _:� . _ - _ .__... I----- .-,:. _ ..._ :. ...: __.,. _._.: -__._-_-a - -.-._ ;: ,_ —; .r,..:. -..... -:. ._.. _ .- -_._- -�-- � _ �.�M - _--—..._ _v, _--__.-_e-_j 9 _. 4 Fo'Irurlt PIRO iIlircilC►ti E m for High EfficienCyi as ryer ` t FOOTPRINT MODELS': s"11-4120, t PPW35U, FPi>H450,it=IPP11550, FP'li6ht➢I° I . V a .�- ' " V• design has,rothid++A er�sy�•to-clea�l7 (11o+-rrer's by ,timeand rnorey :wge t pacity filter pan:' lightweight for ea, IPL< r pan design; d on_raih to Me,floc rnaats . °rcr+tf�Ve cleaning space when tilter pan is removed i i All tile,„benefits of a Filter Magic° without taking tip. additional floor space '. e a,ving -= saves hood expense, floor space. I :felf contained-- encourages frequent filtration j I f winch extends oil life -and saves money 4 r bra: Labor Saving -- sloped drain panleaves minimal. shortening residue behind after filtering i j ,6r •. 3 real ; Increased diameter on oil pick-up tube prevents I I. I s �6 ir 4v�aa 6 c. -meek rounded styling enhances, aesthetics and I p d t allows aasier cleaning r. ' l ,-;rgu 3-inch round drain" line c+eaten 13% more i -apacity for oil to drain freely i steel alloy construction extends Iong ' Ypot Iji'e even lhnger. r tPfI iii'�i,t' o� ;:V Dot= , 5y"trin is sp,e0lic,ail„ g lx icgneo Jo reduce cpei Hein +I r>xpq n e� by r iuninalnlg tr(", +:% ail i ,w n)ri r! rlh)1�)utr'rr",•; . l n i _dditional floor and fortujr` �V)at, <tr(CI tl,. lrf - t, le useiuf rite of shortening; while 8nsurinci gUality'tned Inot:fu�ts. It is engineered with features •that allow `clded'' 1-06'Pi ot! i. t'ICU:f IL.1 ttHl ION COMh3LNHl IOIV �Amvefiw,,nce, easier serviceability and allows fol usit three different filter mediums with'one.pan. Thls'system is enhanced with a gravity draining systei;n laI n1k) residual „oil to drain mto the filter pan >>ci.11,iai air line, Hie always open: Th,, filter, I-iou4ect beneath twt> ootPrint,re'ady gas fryers, js. capable of,filtenng up to six fryers, individually, without having to be moved front fryer to I I I fryer, saving_valuable labor. One fifty -pound -fryer can be . r l l i filtered in about three minutes, while other.fryers in.the ---- ! -<- battery keep on cooking: t 1_ootPrint's automatic, hands -off operation is fastand er,i ;a s , encouraging frequent filleruti ;which xteud .., ho ten ng life: r11Ji; o 136ij Ipz *� I '1150ifryer, ale L--St2r'compliant: I iIJ L,i i� '1,.i=l;ur , i' °(D. so>::i�lrlt li, art .:r'i I I ,L.,;rin l I I'u`� "IUOQ, lJSft., F'iic,,rn.; "S7ti 865-17 is i rOILL FREE 110100 : , r . ix J1E3-868-5987 1)rtrilr,rin•is'nadabyzC;ARLANL)GCAlilrf,��'i.L1L._;"'��,'.:;.`�!_In., /1�77Kamato, ,Miss iasai,igaa Ontan'ioV41A':X4 Bulletin No.,.l,ta I initerf,n U y:.a c�pryrY7atEi L..t — + I • _ "g , 12/12/2007 03:13 PM Restaurant HVAC Specialty � 3525441090 2/8 CERTIFIED TEST AND BALANCE ANALYSIS REPORT FOR 1 GENERAL CONTRACTOR: ARBYS 3725 S. ORLANDO DR. SANFORD FL. VENTURE CONSTRUCTION 3085 STAGE POST RD, BARTLETT TN. 38133 (901) 372-5766 ARCHITECT: ARIE KOHN ARCHITECTS, P.C. 74 WOODSTOCK RD, ROSWELL, GA. 30075 (770) 642-9030 MECHANICAL ENGINEER: HVAC CONTRACTOR: ARIE KOHN ARCHITECTS, P.C. 74 WOODSTOCK RD. ROSWELL, GA. 30075 (770) 642-9030 RESTAURANT HVAC SPECIALTY, INC. 2045 BROAD STREET BROOKSVILLE, FL 34604 (352) 544-1100 CERTIFICATION THE HVAC SYSTEMS FOR THIS PROJECT HAVE BEEN COMPLETELY BALANCED PER PLANS AND SPECIFICATIONS AND RESULTS OF TESTS HEREIN LISTED, TEST AND BALANCE WARRANTY ONE (1) YEAR. SYSTEMS HAVE BEEN BALANCED PER CHAPTER 13 OF THE 2001 FLORIDA ENERGY EFFICIENCY CODES. TO THE BEST OF MY KNOWLEDGE, ALL INFORMATION CONTAINED IN THIS REPORT IS TRUE AND CORRECT. Certification No. 1492 By: Robert W. Yoho Date: 12/12/07 License No. CACO16295 12/12/2007 03:13 PM Restaurant HVAC Specialty 3525441090 3/8 1 Robert W. Yoho CUSTOMER NAME ARBYS Restaurant HVAC Specialty, Inc. 2045 Broad Street ADDRESS 3752 S. ORLANDO DR. SANFORD FL. Brooksville, FL 34604 T & B TECHNICIAN SEAN CASEY License #'CAC016295 Phone (352) 544-1100 ACTUAL VOLTAGE 208 Fax (352) 544-1090 DATE 12-12-07 I TYPE OF HEAT GAS INSTRUMENT USED FOR READINGS DAVIS DIGITAL ANEMOMETER MODEL #DA40 AMP DRAW & VOLTS 01A INTAKES UNIT it R'ITUnl MODEL N FGC072S2BIY MFG. LF.NNOX SERIAL N 5607.111315 COMP p 1 PHASE pl 18.2 PIIASE #I 17.9 PHASE N3 17.7 VOLTS 208 FAN RPM 1067 RAN ACT AMPS 5.4 C�j Z Fes„ `" 7 0 1`LS 1'ES HTR KW IF ELEC. N/A RTU #2 LGC072S2BI Y I LENNOX 560711 1316 1 17.8 17.9 17.3 .208 1073 5.2 YES YES N/A RTU#3 LGC120S2BIY LENNOX 5607KI0294 1 13.9 13.6 13.3 208 1008 11.4 YES I YES N/A 2 14.0 13.9 13.5 REMARKS: ALL UNITS CHECKED HEAT/COOL CYCLES AND OPERATING PER MANUFACTURER'S SPECIFICATIONS, UNIT OPERATION — COOLING OK UNIT OPERATION — HEATING OK Restaurant HVAC Specialty 3525441090 4/8 p E State License: CAC016295 Technician:, SEAN CASEY Date: 12-12-07 VENTILATION TEST REPORT RIl P1 �. FT• REQUIRED O/A CFM ACTUAL FPM ACTUAL O/A CFM FT. 600 222 555 FT. 600 235 588 FT. 1550 300 750 FT. 316 790 (TOTAL) (1540) DESIGN TOTAL FINAL TOTAL MUA (+) 2750 2683 EXHAUST (—) 2300 2211 BUILDING PRESSURE (t) 450 472 i i a 12/12/2007 03:13 PM Robert W. Yoho Restaurant HVAC Specialty, Inc. 2045 Broad Street Brooksville, FL. 34604 (352)544-1100 (Phone) (352)544-1090 (Fax) ARRVC 1775 C OP Amno r1R Cd Umon m Restaurant,HVAC Specialty 3525441090 5/8 -� State License: CAC016295 Technician: SEAN CASEY h Date: 12-12-07 ° JAIR DISTRIBUTION DATA SYSTEM: RTU#1 NO. AREASERVED TYPE DESIGN VEL CFM FINAL VEL CFM I DINING SUPPLY N/A 505 FLOW HOOD 500 2 DINING SUPPLY N/A 590 FLOW HOOD 580 3 VESTIBULE SUPPLY N/A 125 FLOW HOOD 130 4 DINING SUPPLY N/A 590 FLOW HOOD 580 5 DINING SUPPLY N/A 590 FLOW HOOD 575 6 DINING RETURN N/A 1800 1777 COMMENTS; l) INSTRUMENT USED FOR READINGS: ALNOR BALOMETER JR.-- MODELM 342 2) SEE VENTILATION REPORT FOR O/A INTAKE CALCULATIONS, 3) RETURN AIR IS CALCULATED BY SUBTRACTING SUPPLY AIR AND OUTSIDE AIR.** DESIGN TOTAL FINAL TOTAL SUPPLY AIR 2400 2365 OUTSIDE AIR 600 588 RETURN AIR 1800 1777 12/12/2007 03:13 PM Robert W. Yoho Restaurant HVAC Specialty, Inc. 2045 Broad Street Brooksville, FL. 34604 (352) 544-1100 (Phone) (352)544-1090 (Fax) ARBYS 3715 S ORI-AN DC) DR celuFnuO P1 Restaurant.HVAC Specialty 3' State License: CAC016295 Technician: SEAN CASEY Date: 12-12-07 AIR DISTRIBUTION DATA SYSTEM: RTU#2 N0, AREA SERVED TYPE DESIGN VEL CFM FINAL VEL CFM I DINING SUPPLY N/A 675 FLOW HOOD 650 2 DINING SUPPLY N/A 675 FLOW HOOD 650 3 DINING SUPPLY N/A 675 FLOW HOOD 690, 4 VESTIBULE SUPPLY N/A 125 FLOW HOOD 130 5 REST ROOM SUPPLY N/A 125 FLOW HOOD 120 6 REST ROOM SUPPLY N/A 125 FLOW HOOD 125 7 DINING RETURN N/A 1800 1810 COMMENTS: DESIGN FINAL 1) INSTRUMENT USED FOR READINGS: ALNOR BALOMETER JR. -- MODEL# 342 TOTAL TOTAL SUPPLY AIR 2400 2365 2) SEE VENTILATION REPORT FOR O/A INTAKE CALCULATIONS., 3) RETURN AIR IS CALCULATED BY SUBTRACITING SUPPLY AIR AND OUTSIDE AIR 600 555 OUTSIDE AIR.** RETURN AIR 1800 1810 12/12/2007 03:13 PM Robert W. Yoho Restaurant HVAC Specialty, Inc. 2045 Broad Street Brooksville, FL. 34604 (352) 544.1100 (Phone) (352) 544-1090 (Fax) ARBYS 3725 S. ORI.ANDO DR SANFORD FI Restaurant HVAC Specialty 3525441090 7/8 State License: CAC016295 Technician: SEAN CASEY Date: 12-1247 AIR DISTRIBUTION DATA SYSTEM: RTU#3 NO, AREA SERVED TYPE DESIGN VEL CFM FINAL VEL CFM I SERVING SUPPLY N/A 500 FLOW HOOD 510 2 SERVING SUPPLY N/A 500 FLOW HOOD 490 3 DRIVETHRU SUPPLY N/A 500 FLOW HOOD 510 4 KITCHEN, SUPPLY N/A 450 FLOW HOOD 430 5 KITCHEN SUPPLY N/A 500 FLOW HOOD 490 6 KITC14EN SUPPLY N/A 500 FLOW HOOD 490 7 KITCHEN SUPPLY N/A 450 FLOW HOOD 450 S KITCHEN SUPPLY N/A 350 FLOW HOOD 340 9 KITCHEN. SUPPLY N/A 500 FLOW HOOD 520 10 STORAGE SUPPLY N/A 200 FLOW HOOD 210 I I KITCHEN SUPPLY N/A 356 FLOW HOOD 360 12 KITCHEN RETURN N/A 3250 ** 3260 COMMENTS: 1) INSTRUMENT USED FOR READINGS: ALNOR BALOMETER JR. — MODEL# 342 2) SEE VENTILATION REPORT FOR O/A INTAKE CALCULATIONS. 3) RETURN AIR IS CALCULATED BY SUBTRACTING SUPPLY AIR AND OUTSIDE AIR,** DESIGN TOTAL 'FINAL TOTAL SUPPLY AIR 4800 4800 OUTSIDE AIR 1550 1540 RETURN AIR 3250 3260 I 12/12/2007 03:13 PM i Robert W. Yoho a Restaurant HVAC Specialty, Inc. 2045 Broad Street Brooksville, FL. 34604 (352) 544-1100 (Phone) (352)544-1090 (Fax) ARBYS 3725 S. ORLANnn nR CANFnR n RI Restaurant HVAC-Specialty 3525441090 -8/8 I 1 State License: CAC016295 't Technician: SEAN CASEY Date: 12-12-07 EXHAUST FAN DATA FAN MFG. SERIAL # MODEL # HP I FAN RPM MOTOR FLA MOTOR MOTOR FIT VOLTS AMPS FANCF\t REQ'D FN.NCF;tl ACT, EF-1 CAPTIVE-AIRE N/A DU50HFA 0.5' DD 8.2 115 6.9 1 1200 1126 EF-2 CAPTIVE -AIRS I N/A I DU30HFA 1/4 DD 4.0 115 3.1 1 800 790 EF-3 I CAPTIVE-AIRE N/A 750 2.0 115 1.9 1 1 300 295 TOTAL 2211 HOOD EXHAUST BALANCE DATA FAN M ITOOT) MFG/ EQUIPMENT SERVED MODEL IIOOD SIZE LISTED CFM FILTER 0 FILTER SIZE AK NET SQ.FT. ACT. VEL CFM EF-I CAPTIVE-AIRE 2847DD 1200 1 20" X 12" .75 1.25 290 363 (FRYER V100D) 5'-0" 1 1 2 20" X 12" .75 1.25 310 388 3 20" X 12" .75 1.25 300 375 TOTAL 112b EF-2 CAPTIVE-AIRE 4824 ND 800 1 16" X 16" .85 1.51 170 257 OVEN HOOD 4'-0" 2 16" X 16" .85 1.51 185 279 3 16" X 16" 1 .85 1.51 168 254 T TA 790 NO# AREA SERVED TYPE DESIGN VEL DESIGN CFM FINAL VEL FINAL CFM EF#3 MENS ROOM EXHAUST N/A 150 FLOW HOOD 145 EF#3 LADIES ROOM EXHAUST N/A 150 FLOW HOOD 150 (TOTAL) (295) DEC-8-2007 02:25R FROM:JAMES SCHREIBER 1-1 I n I\ 1 V I V L I J J V Y 2564428482 1 uy. YIn A—UNVi.V TO:14073283859 II P.2/2 Altamonte Springs, Casselberry, sake Mary, Lo County, Winter Sr Date: Z )project Name: Project Address:_ Building Permit # _ %� Z. Yl % Electrical Permit # In consideration for authorizing the appropriate utility company to understand the following: 1. The taellity will not be occupied until a certificate of occupaw. 2. If the jurisdiction hereafter finds that the facility has been oeeul been issued, the jurisdiction will have the unilateral right to din without notice, Furthermore, we understand and agree that shot jurisdiction will not be responsible for any damages or costs wt right. Also, in the event any third party claims damages from th and individually indemnify and hold harmless the jurisdiction f attorney's fees. 3. The building or structure shall be weather tight and secure. The pre -power shall be complete and in safe order. All electrical ser complete unless specifically apyroved by the electrical inspecte 4. Interior electrical rooms shall be lockable, if electrical panels w the panels shall be equipped with a locking mechanism (approv contractor or his licensed representative shall hold the kcys(s) fi energizing circuits other than those that are safe. S. If provided, the fire sprinkler system must be operational, per tt the system prior to pre -power. 61 This pre -power approval is valid for a maximum of 190 days fn 7. Check with the local jurisdiction for fees associated with pn AARe / Print Name of Gen. Contractor "5igbadire of GetY. Contractor Gen. Contractor License # AMISDICTION EMPLOYEE NAIM: .IUR,ISDICTION: CALLED INTO: o Progress Energy o Florida Power and Lil (Rev, 3/27107) d, Oviedo, � 7— 91/t. the facility, we hew been issued. ed before a catifica t the utility to t=lh i the jurisdiction eyu )h may result from t: exercise of such rig, m all such damages lectrical wiring in tl ces associated with in an area that cirri I by the AHJ). The 1 such access to elou local AM requiren a date of approval. Power. Print Name s: El. Contracl on ird, Seminole with and occupancy his ,lectrieal service e such nght, the :cruise of such e agree to jointly costs, including a designated for rea will be 100% locked by doors, ed electrical panels to prevent with water on Contractor �ontraourr censc # Bellwether Professional Park 2201 S.E. 30"'Avenue, Suite 102 Ocala, FL 34471 PREECE LAND SURVEYING, Inc. December 13, 2007 City of Sanford Building Division P.O. Box 1788 Sanford, FL 32772-1788 RE: Lot 3, Seminole Center 3725 S. Orlando Drive Sanford, FL 32773 Phone: (352) 35 1-0091 Fax: (352) 351-0093 E-mail: glen(c�plsinc.us (SDVOSB) To the City Of Sanford, The finish floor elevation of the structure located at 3725 S. Orlando Drive, Sanford, FL 32773, Lot 3 of Seminole Center, meets or exceeds the requirements set forth in the City of. Sanford Code, Chapter 18, sections 18-4-(a). Sincerely, •} i Glen H. -Preece, J :; R.S.M. President laser accuracy with old fashioned integrity and service I Bellwether Professional Park Phone: (352) 351-0091 2201 S.E. 3& Avenue, Suite 102 Fax: (352) 351-0093 Ocala, FL 34471 E-mail: glen cr plsinc.us (SDVOSB) arm EE LAND SURVEYING. Inc. December 13, 2007 City of Sanford Building Division P.O. Box 1788 Sanford, FL 32772-1788 RE: Lot 3, Seminole Center 3725 S. Orlando Drive Sanford, FL 32773 To the City Of Sanford, The finish floor elevation of the structure located at 3725 S. Orlando Drive, Sanford, FL 32773, Lot 3 of Seminole Center, meets or exceeds the requirements set forth in the City of Sanford Code, Chapter 18, sections 18-4-(a). Sincerely,_ Glen H. Preece, Jr., P.S.M. President ... laser accuracy with old fashioned integrity and service ELEVATION CERTIFICATE OMB No. 1660-0008 Exoires February 28. 2009 )EPARTMENTOF HOMELAND SECURITY al Emergency Management Agency ial Flood Insurance Program Build Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Use: PolicV Number Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number �-7 Z S S0y1-14- 45;)IZL,4,V.00 � tZ C State ZIP Code �A.yP-v ) r L- Property Description (tot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Latitude/Longitude: Lat. Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. Building Diagram Number For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached garage sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade j c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION VFIP Community Name & Community Number B2. County Name 63. State F` 56M NtLC rrrTy / z. e« oz�� 5cMi AlcLC Map/Panel Number B5. Suffix 66. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) l Z.I 1 Coo70 4 /z$ o-�, cf1Z9L07 X Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe) Indicate elevation datum used for BFE in Item 69: X NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes LVN0 Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Wilding elevations are based on: ❑ Construction Drawings` ❑ Building Under Construction' Finished Construction A new Elevation Certificate will be required when construction of the building is complete. _levations -Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g )elow according to the gilding diagram specified in Item A7. 3enchmark Utilize*Vertical Datum '47r2¢ ,onversion/Comments op of bottom floor (including basement, crawl space, or enclosure floor)_ Top of the next higher floor Bottom of the lowest horizontal structural member (V Zones only) Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) Check the measurement used. q/ . / G [yefeet ❑ meters (Puerto Rico only) - L ❑ feet ❑_meters (Puerto Rico only) Al /4 ❑ feet ❑ meters (Puerto Rico only) 7— W ❑ feet ❑ meters (Puerto Rico only) 4y'? .710 [Meet ❑ meters (Puerto Rico only) E�Ieet ❑ meters (Puerto Rico only) Il gly_ D.feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION ` certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation rmation. I certify that the information on this Certificate represents my best efforts to interpret the data available. Z, and that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section .1001. Check here if comments are provided on back of form. /' . I Al A,..,nc -I L S ODDS'4Z7 ifier's u4me p License Number G6tDr 7 7 PgSeCE LANA .SARI/ iy6 /vt. Company Name AVE , .Suiri- /oz 6LA44 FL &4471 State ZIP Code e % Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions 'ORTANT: Irf these spaces, copy the corresponding information from Section A. For Insurance Company Use: Jing Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 1 312 S .50(4) cgQL,4A1 o .D 2 State ZIP Code Company NAIC Number SA-AJ Ftv ECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) y both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. menu 5Ec u, a , le_ 'TroP OF Tl?AAUS 0 2;HGIZ Pf1D at :�/ 'Date ❑ Check here if attachments i SECTION E - BUILDING"EOEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) Zones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, C. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, ente( meters. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent j grade (HAG) and the lowest adjacent grade (LAG). s a) Top of bottom floor (including basement, crawl space, .or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. I, b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. i For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management i ordinance? ❑ Yes ❑ . No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) j me AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge. -erty Owner's or Owner's Authorized Representative's Name ess City State ZIP Code I ature iments Date Telephone ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) cal official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. J The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) ] A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. ] The following information (Items G4.-G9.) is provided for community floodplain management purposes. 'ermit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued its permit has been issued for: ❑ New Construction ❑ Substantial Improvement evation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum =E or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum .I Official's Name Title munity Name Telephone ature ments Date Check here if attachments � Form 81-31, February 2006 Replaces all previous editions F_. ELEVATION CERTIFICATE OMIT No. 1660 -- 9 —� - Exnires Febnrary ry 28. 200 ;FPARTME=NT OF HOMELAND SECURITY al Enie«yency Management Agency ial Flood Insurance Program Important: Read the Instructions on pages 1-8 SECTION A - PROPERTY INFORMATION Building fOwper'}SName <! CPC P----- ----- Budding Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P O. Route and Box No. Ci FOIL State ZIP Code Properly Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) For Insurance Company Use: Policy Number Company NAIC Number Building Use (e g , Residential. Non -Residential, Addition, Accessory, etc.) Latitude/Longitude: Lat. Long. —_ Horizontal Datun-r ❑ NAD 1927 ❑ NAD 1983 Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance Building Diagram Number 4— For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide. a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached garage __ sq ft b) No of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of Flood openings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION VFIP Community Name & Community Number 82. County Name B3, State F`' l N� roc rNT V / Z-ez-BI 5cMi A►� -----� Map/Panel Number B5. Suffix B& FIRM Index B7. FIRM Panel B8. Flood _ 89. Base Flood Elevation,(s) (Zone 2.1 I ? CDD70 F Oate IZ 412 Effective/Revised Date Cr ZS Zones) ---x AD, use base flood depth) --------- - - Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe) Indicate elevation datum used for BFE in Item B9: NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑Yes (VN0 Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Wilding elevations are based om ❑ Construction Drawings` ❑ Building Under Construction' Finished Construction q new Elevation Certificate will be required when construction of the building is complete. aevations -Zones At-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g low according to the dding diagram specified in Item A7. FLn-! ienchmark Utilize9r�,ii;W-Vertical Datum 712f ,onversion/Comments op of bottom floor (including basement, crawl space, or enclosure floor)_ j Top of the next higher floor I ), Bottom of the lowest horizontal structural member (V Zones only) ') Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) Check the measurement used. q// . 1y [7 feet ❑ meters (Puerto Rico only) ❑ feet ❑ meters (Puerto Rico only) IV _ /� El feet ❑ meters (Puerto Rico only) ,— ❑ feet ❑ meters (Puerto Rico only) Ici ? .. Pleet ❑ meters (Puerto Rico only) 4g .S0 Faleet ❑ meters (Puerto Rico only) ��. Q-feet ❑ meters (Puerto Rico only) SECTION D SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION' certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation nation. I certify that the information on this Certificate represents my best efforts to interpret the data available. Eer and that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section .1001. ,heck here if comments are provided on back of form. � o c� ___ _ L S 000s4z� fier's me License Number Company Name 7 Z c //SE Sc -f* A IA5- / Su it re- /b z, wit 44 Fz- ?447/ ess dy State ZIP Code /2Z i3107 (3s;0J.6 /-009/ ar F D fe ' Telephone A Form 81-31, February 2006 L.. _._ . - See reverse side for continuation. Replaces all previous editions f 'ORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use. ling Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O Route and Box No. Policy Number State ZIP Code Company NAIC Number SAAJ Foy rL_ 33.773 ECTION D - SURVEYOR; ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) y both sides of this Elevation Certificate for (1) community official, (2) insurance ige:nt;company, and (8) building owner. rnents 5CcTloAi e - -roP of-n_Z,AAIS I CRVq&g Pf}D a ate ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, C For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, entet meters. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is . ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE) )ne AO must sign here. The statements in Sections A, B, and E are correct to the best of fny knowledge. erty Owner's or Owner's Authorized Representative's Name ess City State ZIP Code ature Date Telephone 1 ments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) cal official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. ' The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. The following information (Items G4.-G9.) is provided for community floodplain management purposes. 'em)it Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued its permit has been issued for: ❑ New Construction ❑ Substantial Improvement ovation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum -E or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum I Official's Name Title nwnity Name Telephone rture — Date ----------_ rents ❑ Check here if attachments Form 81-31, February 2006 Replaces all previous editions k, I 4AM6 1 -VI .61 6L P"7 .. ���f ��� � �I�� ,. _ � �y��� _- '��:�/ ■ 9R I .:r �� � �• "_ R. h�ry .4,��IF * � •,�� j�.nW 4�1, w r x��„• �, : �:'�; �� f '�►' i :�. � � � I i wµauwaP •• �• ILIf I I ........... .... i...i........... ..............._..... _ Iblywi a L 1 ,� i .,:::.c: i � .. ,, 1111WWIIW11uWi1wul;Wlill ..' . - S UI1�1�1�1UUIlIIU�IIIIIIU(lWUI1L11U11Ulll�UIjIJ(Ijj1IJ;j;fIUII11U11(iIIJuIJIJJi;��IiLJ,ldllup!!Illl.11l.11lial.:L li:!%. J:,'lllllllllllllllll,_,,,,�,,,__�Illllllip�_ I` � � �� �� � � ' �l _�+Y = `- _� - �� �_ _ �� � _ �f' • - i� �� c� -�� _. __ - I