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HomeMy WebLinkAbout141 Pinefield Dr 03-2938 SFRPERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER [a ELECTRICAL CONTRACTO MECHANICAL CONTRACTi PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION "4,4. PERMIT #Qtr DATE +®'01 PERMIT DESCRIPTION PERMIT VALUATION -% SQUARE FOOTAGE c9c"c CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 141 PINEFIELD DR for which permit 03-00002938 has heretofore been issued on 9/29/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to t e issuance of said building permit, to wit as complies with all the building, plumbing, electr' al, zo ing an subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply DATE APPROVAL BUILDING: i Finaled 3 L ✓ �crr�w. ZONING: Inspected ES• FIRE: Inspected U .L -L .0 Water Sewer Lines In le, Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance—e ` Bond PUBLIC WORKS: Street Name Street Signs 2 12-7 LA, Lights Storm Sewer Driveway Street Work FEES PAID DATE DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES O1-APPLCTN FEE -ELECTRIC 9/30/03 10.00 O1-APPLCTN FEE -BUILDING 9/30/03 10.00 O1-APPLCTN FEE -MECHANIC 9/30/03 10.00 O1-APPLCTN FEE -PLUMBING 9/30/03 10.00 02-ENGNG DEVLPMT FEES 9/30/03 10.00 O1-FIRE IMPACT - RESIDENT 9/30/03 59.27 O1-LIBRARY IMPACT FEE 9/30/03 54.0'0 O1-OPEN SPACE 9/30/03 279.61 Yes No APPROVAL PAGE: 2 _ COMPLETION ,.-.rthee-'building located at for 03-00002938 has heretofore been issued on 9/29/03 s been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN ALTERATIONS 1/27/04 35.00 01-POLICE IMPACT - RESID 9/30/03 91.93 01-RADON GAS TAX FEE 9/30/03 10.33 01-ROAD IMPACT FEES 9/30/03 847.00 01-RECOVERY FD/CERT. PGM. 9/30/03 10.33 01-SCHOOL IMPACT FEE 9/30/03 1384.00 WD IMPACT:SINGLE FAMILY 9/30/03 650.00 SD IMPACT:SINGLE FAMILY 9/30/03 1700.00 Iv OWNER p A Z;,41 Nil m CE RTIFCATE: OF OCCUP In QUEST. Fp MIN' .... .. -...RFjNAL'1NSPE SINGLE FAr4ILYRESIDENCI malk AT 'T" ik Qvd7 C " hAr ;� 11� V— 38 «...xy ;v-, . - � \.:., � '.� .— rZl'l ADDRES 3 kk CONDUCTOR:` 4 1 1 ty� VV '0 I NE, I, t Ow buildinR .'"''g-divisias-)repar ei i eafeof 0&u a ofi'andj� zt—e -A,1; �'ocati requestinges ifig ifiUinsecyour 'depart t.f� Inspection, please sign .off and OVA e. or submi We` u cen eni6d`6`r";aj' p"r'ov wi b 'oil itions.`1, o repro e appreciated t d • `r.. •; i � ( }�� �a,', � . ' T� #ti' �.ty��• tr.rftr � �(�,..r .r 1 yt (; , . , '�ti'�t �y - OEnineerh g FublieV orks EJ ZonffiO Utilities DLicensing R. go EC COMP LEfED OkY IF APPROVAL IS CONDJTIONAL)' 'Or J.VA v A 11 O CERTIFCATE OF OCCUP ' .REQUEST FOR FINAL INSPEOTION;it , ****'SINGLE FAMILY RESIDENC* ' DATE: OZ •V 1'04 1 D PERMIT #: • zC138 , �, , , 0 -- , • � ' �.� ADDRESS: �� I P� Ju1 ��►a v 25 CU CONTRACTOR: `^ Cr C3 ]PHONE #: y b1- Li r) —Q\\ a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has : been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering OPublic Works Utilities.�/� �-10 Fire r Zoning CONDITIONS (TOYE COMPLETED ONLY IF APPROVAL IS ;ONDITION L) 1� r_ CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: OZ •Z7'O�t PERMIT #:.11 D3 Z93S ADDRESS: IJAI Pt" CONTRACTOR: PHONE #: y(j1- Ln J -%\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering a OFire -Z/L7/o4- JPublic Works ❑Utilities ❑Zoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL 1S CONDITIONAL) I 600 -3-7890 CERTIFCATE OF OCCUPANCY Q�Po2 REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE. OZ OZI 04 PERMIT #: • Z°I 38 ADDRESS: CONTRACTOR: ( r 10Lrn PHONE #: 1- The building division has.prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering DFire x4ublic Works : r1 DZoning D.Utilities DLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200! ELEVATION CERTIFICATE hpoftft Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Carp" Use: BUILDING OWNER'S NAME I Policy Number MARONDA HOMES BUILDING STREET ADDRESS (Indudng Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 141 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 123, CELERY LAKES PHASE 1, PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, NorwBsidential, Addition, Accessory, etc. Use a Commends area, N necessary.) RESIDENTIAL LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): ( OP-#9 -##.#r or ##. ) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ other. SECTION B • FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP OOM lNITY NAME & COMuUNITY NUM3ER 82 COUNTY NAME 83. STATE CRY OF SANFORD 120294 SEMNOLE I FLORDA B4. MAP AND PANEL B7. FIRM PANEL 139. BASE FLOOD ELEVATION(S) NUM6ER 135. SUFFIX 86. FIRM INDEX DATE EFFECTN PZASED DATE 88. FLOOD ZONES) gaieAO, use depth dfloodng) 1211700065 E APRIL 1995 APRIL 1995 X NA 810. Indcate the soume of the Base Flood Elevation (BFE) data or base flood depth entered In B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other ('Describe): B11. Indicate the elevation datum used for the BFE in B9: to NGVD 1929 ❑ NAVD 19M ❑ Other (Desaibe} B12 Is the buid'ung boated in a Coastal Barrier Resouroes System (CBRS) area orOtherwise Protected Area (OPA)? ❑ Yes ®No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction "A new Elevation Certilicate will be raquued when construction of the building is complete. C2 Buid'ung Diagram Number 1(Select the building diagram most simian to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the buid'ung, provide a slca t. or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AIRARIA, ARIAS, ARIA 1-A30, ARIAH, ARIAO Complete Items C3.-ai below according to the building diagram specfied in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE Show field measurements and datum conversion calculation. Use the space pmvided or the Commends area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 ConversionlComments Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ® No ❑ a) Top of bottom floor (including basement or enclosure) 22. 79 ft.(m) ❑ b) Top of nerd hgherfloor NA . A(m) ❑ c) Bottom of lowest hodwrital structural member (V zones oriy) NA . _ft(m) O d) Attached garage (top of slab) 7L 29 ft.(m) ❑ e) Lowest elevation of machinery and/or equpment servicing the building (Describe in a Commends area) 22.5 it(m) 0 f) Lowest adjacent (finished) grade (LAG) a. 0 ft(m) ❑ g) Highest adjacent (finished) grade (HAG) 7 4 ft(m) 5'' E w i Z I 0 h) No. of permanent openings (flood vents) within 1 fl. above adjacent grade NA 0 ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIER'S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENVE., SANFORD FL 32772 SIGNATURE /' DATE TELEPHONE a. . / — . 19 FEB 104 407M-2000 IMPORTANT: In these spaces, cppy the commPoncling infonnabon firm Section A ForIrrsrrmm a rp" use: BUILDING STRUT ADDRESS (txlu ft Apt, ft Suds, endla Bkig. No.) OR P.O. ROUTE AND BOX NO. Policy Nurrber P, 141 PINEFIELD DRIVE CRY STATE ZIP CODE Carpary NAIC MV& SANFORD FL 3MI SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIRCA71ON (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenttompany, and (3) building owner. COMMENTS ❑ Check here ff abchments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A WMOUT BFE) For Zone AO and Zone A (without BFE), oomplete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information fora LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(Select the building diagram most similar to the building forwhich this certfirate is being completed — see pages 6 and 7. If no diagram aocurately represents the bulding, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6$ with openings (seepage 7), the ne)d higher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(o m) above the highest adjacent grade. Complete ems C3.h and C3.i on front of form. E4. The top of the platform of machinery andlorequpment servicing the building is _ t(m) _in.(am) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, If available} E5. For Zone AO only. If no flood depth number is available, is the top of the bottom floor elevated in a000rdanoe with the community's fioodplain management ordinance? [:]Yes [:]No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's aufhormed representative who completes Sections A, B, C (Items C3.h and C3.1 only), and E for Zone A (without a FEMA-issued or oommunity- issued BFE) or Zone AO must sign here. The statements in Sections A, A C, end E are correct to the best of mylvrowwedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authortmd by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or 4 and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archflec who is authort and by state or local law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) GZ ❑ A community of lal completed Section E for a building located in Zone A (without a FEMA4ssued or oommunk-issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodpain management purposes G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement GB. Elevation of as bust lowest floor (Incud'ung basemerd) of the building is: _. _ft(m) Datum: G9. BFE or (rn Zone AO) depth of flooding at the building site is — _ R(m) Datum: LOCAL OFFICIAL'S NAME TILE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I T N E R S U R V E Y I N G 19 February 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:141 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, /-. *Z,-(- R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 e__ _+_r EVANS GEOTECHNICAL & CONSTRUCTION MATERIALS TESTING GEOTECHNICAL SERVICES, INC. PROJECT: L -12p3cr. 1w A';.' rt. /� /✓�, CLIENT: j�� �� ate_ J,a DATE: ld/lt AREA TESTED: ) J/ TYPE OF TEST: ASTM D-2937 DRIVE CYLINDER METHOD SOIL COMPACTION REQUIREME ��95% MEETS REQUIRED DENSITY CS TECHNICIAN: AWE TESTLOCARION PROCTOR PERCENT DRY FIELD BASE TEST VALUE COMPACTION DENSITY MOISTURE THICKNESS DEPTH REMARKS: • PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958 • FAX (386) 774-2182 • .R COUNN"." OF X':Y (J:Ty ".1" ATAYNYVAT MUNTLN ION-/5720 x1vi"Iby; :171111T 00Ticldl ................................. 1 :1: C 13c, .4. PL AT KGOXa 0000 F&A ON0 14 410 a ....................................................... ADDRE00. ............ ------------------------------------------------------ 1AN10 IJEE CAIECCRYu C01 - Singlo Fsoily Detached Hc"W WORK DEECRIPTICHm Singlu Fmily Ho"wou Dutacmad - Cmztructlon ------------------------------------------ ------------------ ------- RAI E FEE UNIT RATE PER N-a IYPE-TOTAL Dill: %fl. F SCLEDULk DESC. UATT 07 UNITS --------------------------------------------------------------- dwl unit 1 705-00 1 1 105.00 CnLLECTURS KURTH dwl vnit 2 14... -00 1 1 112.00 LXVRhNY CO-WXDE 0 dwl unit $ 51.OD 51. 01.) 013CF31-0 CO -WIDE 0 dwl unit 01,391.00 1,mums) DZE 1 2,205.00 RI: .7,CE1VfKG SIGHATCRY/APPLICONTs IThILURE TO VOTIFY ONXPR AND PhYMERY MAY RTSUT IN YUJR LTABILITY FOR THT FLN. 011):' 1XATRYfLlTXCHs A CIIY COUNTY I I hDV1=0 THAT IHIS If3 A SThYENLIA1 U7 F425 W=11 )'121E ;'�ND PAYABLE PRIOR TO 162120110E OF A 11JILDINO 1`101011Y. ,�` 1.:,. t �, i0A: ; ff�,U hLso ADVIOED THAT ANIV 141U1-TS OY TlIT n-PLICANIT, OR OWnUlkj, TO 4EE CALCULATICIAE OF IVE ROnQ I-Y=Ry OySlall AM01OR (CC:'MUL) IMPACT FEES NjST BE EXERCISED BY v 11, lw!*.; A WRITIEM REQUEST WITHIN 45 CALSYRAR DAYS CIO YPE REUSIVING TInTIZ OOOVE, BUT W3T LAYUR THn" CERYIFIC= 07 nuournmy n:-: t*:1:CUP01,--:uY. IVE REGUEST FUR REVIEW MUST MEET THE RmUmmororm OF Tlk' DVVULOpN]NT CODE, COPIEU Up TH4 RULES GOVERNIN3 h"PZA�; InY nE PIUVED LP, OR RECUIJUIED, FROM IXE PLAN 114PLEMEKITATICH 07FICK': 210n rff;T FXRTY UIRCET, SnInORD, FLORIDn 327719 (407) 665-/471- PAYVINT 314CULD 2E MADE TOs CITY OF SAKFCRD T:U11A):.!,!G) K)I-Phtt'f I'll-NT 000 111101. PAYN4141T 24CULD BE oy Chjj;K OR X01011Y ORDER, ONO VkCULD R1:1«VI4MKk Till: 1;I*ATI,:t-1;1:*:N1T 04D UITY BUILDIN3 PERMIT IAJA8ER AT Tld• TOP 003011i; TIT(ITUMENT X1 VAUID UM'Y XN CON31JAUTION WITH lySWANDE 0' AT"', FAMILY PUILDTKG /tC. J 9- I s fl3 ©, a9 3b CITY OF SANFORD PERMIT APPLICATION Permit #: Date: September 12, 2003 Job Address: 141 PINEFIELD DRIVE LOT 123 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: 4$72�3� lol� Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: �;0H C�o,G Construction Type: VI # of Stories: 1 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-1230 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road.Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. 1 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. / 12/03 Signature of er/ Date Russell Keith Summers Print Owner/Agent's Name 2/03 Co pli D116r2W t Expina 7/t6R007 owxw ttru (WO)a"2a F FUtAde Nohry Ann- Inc Owner/Agent is _X_ Personally Known to Me or Produced ID 9/12/03 Signature of C(ontpo6r1Agcnt Date Russell Keith Summers Print Contractor/Agent's Name `A 9/12/03 Signature of Notary -State al,rid. Date LAURIE PELLEGRINO r Cam" OD0232WawayOwdadtiro(rspplt{52w;10 FatContractor/Agent isX rsonal y oMe or Produced ID -'I-) -°3 APPLICATION APPROVED BY: Bldg Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 4` 5�, 00 a. q.-I .. y. : t�-. ,. :'iX. u. � •y... o,`T eY W4 ��PIfAi',.fA�'*f'Z*�{1t'{� V" CITY OF SANFORD PERMIT APPLICATION . e :;t•i`'.�: ;'i;"cS;: gl�lo3 Permit # : Date: Job Address: QAAMd Description of Work: N -TTat,L eyhy SI S7rV" Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical �lumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Altemtion Change of Service Temporary Pole _ Mechanical: Residential ✓ Non -Residential Replacement New ✓(Duct Layout &Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial _ Occupancy Type: Residential ✓ Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: JA -1 I - D I' Owners Name & Address: 7 22/ () (Attach Proof of Ownership & Legal Description) 1101 IV 01LR44 1Z&GL LV%_ _ Phone: Contractor Name & Address: 1_PPVWi4LA%. `IV 3 r` SQ/vr t+ i-- o, ?L77 ( State License Number: C•A CD 47 0 Phone & Fax: —D-W Contact Person: !;,AmC Phone: 'Tn!'z2'�' f70b IF Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: -40() Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 CO MENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCINI]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 this county, and there may be additional permits required from other governmental entities such as wa Acceptance of permit is verification that I will notify the owner of the property of the requirements I Signature�ofO�ner/Agent Date Sig eof K2�Ih Su�rin.�Q� —� Pri Owner/Agent's Narpq �O Print Contra) Signattlre of NAljW 8EteRE O Date StgnatarertrP ? Comm# DD0232MX Apr vr�,, F®F Erp4es 7118/ WBMW Oft L �ti! Ownel Pqr �o1 Cont • t _ Pr�tIELYd�'D.............H....... ...N6..M. P.� . APPLICATION APPROVED BY: Bldg 2Mt 111—_0� Zoning: (Initial & Date) Special Conditions: (initial & Date) is roperty that may be found in the public records of ihAagement districts, state agencies, or federal agencies. ida Lien Law, FS 713. tra Agent Date Agent' ame ............9 Date 03 1URIE PEL INO CommA DD02328W �t Expl= 7/16/2007 �^4@4s�f)AWPi14W4;*e or Fkrrlda Notary Assn., Inc Utilities: FD: (Initial & Date) (Initial & Date) Y'�yR�aai'x • rryr ^�;a��,t'h��Y�•, t1�'�.'AS'!,�. 1ra,•.n:. ,';at?`-"G.9'Fs�$ti(} l�a.'S `KM'•': .' •.. ., .�vr-;...�" .: +Yr.�..-. 0 Permit # Job Address:1 Description of Work: Historic District: CITY OF SANFORD PERMIT APPLICATION Lod 19.3 n p ;{ Date: "I I D 106 Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing.,_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets _ld __ Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel M V — WOU Owners Name & Address: 1 1 lL1.VQilaa ffi Name & Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect Address: (Attach Proof of Ownership & Legal Description) 1 Phone: EL� State I.Icen No il Contact Person: Laivi Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pe�mit is verification ha I will notify the owner of the property of the requirements f lorida Lien Law FS 71 03 IV c-7a 3 Sig 4ure of Ow er Agen Date S7XI'l e o Contractor/Agent Date YYl c G" Pri t Owner/Agent's rJaMe Pfint Contractor/Agen ' ame 03 aAn n ............ g ry- Signature of Notary -State of FI ri LAURIE PELLf�o�INO Signature of Nota State of Flori LAURIDal2ELLEGRIN ,nna .nm Comm# DD0232804 rP 3i" r P Expires D7% 8/2007 : 3 s4 `[+ Expires 7/1132007 `' ®' Bonded ttuu (8W)4= 4254• Owner/Agent is Personal Mo por���� thm ( �2�' Contractor/Agent isL- Personall • K , , Ze o ands Nary Assn.. Inc.: ................. Flor de Notary ...... Inc „nua — Produced ID ......................e Produced [D s............................................I APPLICATION APPROVED BY: BidZoning: (Initial & Date) (Initial & Date) Special Conditions: Utilities: FD: (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION I Permit #: n I Date: a P I s Job Address: E 4 C Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS J—W Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: N 1 Vl� 3�',���- omo - i a30 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Contractor Name & Addr or - License Number: rG 000/4G3 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental enities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. �03 Signature of Okssr4cnt Date Russell Keith Summers Print Owner/Agent's Name Signature t v DD0232t304 . E*r�kee 7/1ti/2001 0S-MI �Ow(E00)432�126 NoterYAwnYlno Owner/Agent is _X_ Personally Known to Me or _ Produced ID S 03 Signature of Notary -State o Florida Date ��e�eew�au unnmmnu000nnowo LAURIE PELLEGRINO yp 7 CamrteIO00Q:'a?g01 (r�IrM 7N6ROOf Bonded tttru (WO)4324M i�...� FkxiM .wwL� MIO Contractor/Agent is _X_ Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg: ' F 9 Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: (AAarondaHomnes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLF_R ROAD, SUITE F • ORLANDa FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 123, 141 PINEFIELD DRIVE at CELERY LAKES. t<e�- RUSSELL KE UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 29TH day of AUGUST, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. »............................. I. .......... , LAURIE PELLEGRIN0 COMO DOM32MA EMMM 711&2 7 = NOTARY PUBLIC' ea+a I ftU(000)132.424? " Florkb Noty Am.. loci ... .......r....................... C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc INII loompoRoom nommamrr�s�suas I U. o U6 o°a U "wr fY O w •� W J N M f X U. LUo=g ca 0 Cf"40 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04939 PG 1211 CLERK'S 9 2003131303 RECORDED 07/29/2M 12s17s57 PM RECDRDINS FEES 6.00 RECORDED BY M Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 123 141 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA. 750 S. Orlando Ave. #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone 407 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. I8r St Sanford, FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KE S14MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public OF <<o DE881E TIME tioraar o My Comm Exp. ?/5/pg N PUBLIC i No. CC 999378 �P�rsanaly Wwr„ 1 1 Other I.O. CERTIFIED COPY MARYANNE M0RWII CLERK OF CIRCUIT COURT SEMINOLE COUNTY./FLORIN N pEPI try rk Fptr ��L 2 q^ 2t�1 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 123 Subdivision: CELERY LAKES Property Address: 141 PINEFIELD DRIVE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. Fx-� f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: ❑x 3. ❑x 4. TO FOLLO N/A 5. N/A N/A N/A ❑x 6. Garages/Carports 368 S.F. Porch (s)/ Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built w on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, August 29, 2003 SIGNATURE: (By"Owner'or Authorized Agent) PLAT OF BOUNDARY SURVEY p for MARONDA HOMES Legal Description LOT 123, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 w C z LO a w J Q U U7 I I 25' I I i I I i 122 I I N 89'38'17" E 120.00' z 25.00' 5' DRAINAGE ESM'T 5.00' J \ 58.00 zo O -2a��, v 2� a� O N I �;00 _U op N 'Um0 � C F 20 oNNT >M0 0 1`(PE'a � m m p ' � W!2 TRACT "B" m o 23 m I Oil D ; J1 JON a . 17 0 5.00' 5' DRAINAGE ESM'T N 89'38'17" E 120.00' 124 125 I i I ; I , i I I i 1 I i SCALE: 1 "=30' SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: K TNER'SURVEYING, INC. R. BLAIR KIINER - P.L.S. NO. 3382 Post Office Box 823„ `Sanfurci. Fl. 32772-0823 (407) 322-2000 T0: PROJECT NO: O3 -722 I SURVEY DATE: .4 CITY OF SANFORD REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER:03-00002938 ADDRESS: 141 PINFFIEI-D DKIVE I,O? 123 CONTRACTOR: Marond a t toMeS Ine,., of T-lorid a CONTRACTOR FAX: 407— 6 67-0553 DATE SUBMITTED: fridal, Januarl 16, 2001f INFORMATION SUBMITTED (SHORT DESCRIPTION) PI-CA56- SEA ATTA4GKED fOK REVIF-W AND APPIZOVAi-. J. NEff • CITY OF SANFORD - -. JpN 16 2004 RECEIVED PLANS REVIEWEp CITY OF SANFORD MARONDA SYSTEMS INC., OF FLORIDA 1/13/2004 ' 8:48 AM ORDER TAKEN BY. TERRY PERSON ORDERING:JASON PO#: PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL12301 123 141 PINEFIELD DR ORNW-CEL CHEK3 LEFT TYPE OF ORDER: TRUSS REPAIR PAGE 1 IQTY SHIPPED ORDERED QTY I INV. ITEM I DESCRIPTION I (2) COPIES OF RAISED SEALS ELIVERY OTES: EASON: 1V�aronda Systems MMONDA SYSIWMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3913 To: Building Department Date: January 16, 2004 From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Truss K and K1 Lot# 123 ORLW-CEL Chesapeake K3 For above referenced house, trusses K and K1 are cantilever trusses. These trusses do not need to be strapped at the end of the cantilever unless specified by me. If you have any questions please call me at your earliest convenience. Sincerely, 7r Tomas Ponce, P.E. Date: 1 11 `Ia7 �����ti6�6egrEra��,li PO a sae-�`�,�••.���% ISO. C�Q5�JQ58 � STATE OF g t N •� P . t PLANS REVIEWED CITY OF SANFORD 0 PLAT OF BOUNDARWSURVEY p for MARONDA HOMES Legal Description LOT 123, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 4 0 W C z Q W J Q U (n 25' 122 ' '38'17" E 120.00' � Z 5' DRAINAGE ESM'T 5.00' i 58.00- N fV Os i ? o% WO2� C m�:1DO �1'U A m i i 0 (A pmm ly DO O p CA 1 vN m O 20 N 20 L O 5.00' 5' DRAINAGE ESM'T N 89'38'17" E 120.00 t 124 SCALE: 1 "=30' ------------------- O \o O iYVE'a' _ TRACT "B" - DRAIPA60 23 ill O 37.00' O O 125 SURVEY NOTE,: 1) The street address of the above -described property is P'INEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CER-rIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant. to Section 427.027 of the Florida Statutes. PROJECT NO: 03 -722 K TNEhI'•SUFWF'eZuG, :tNC. R. BLAIR KITrtR '-' P,L,.S. NO. 3382 Post Office Box 023, •Sarfurd, Fl. 32772-0823 I(407) 32 2-2000 SURVEY DATE: TO: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Builder: MARONDA HOMES Address: Ifi� Rne�dd Onve Permitting Office: City, State: SaY1 fa'PL Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area ff) 1625 fe 7. Glass area R type Single Pane Double Pane a. Clear glass, default U-factor 133.0 fe 0.0 fe b. Default tint 0.0 ft= 0.0 fe c. Labeled U or SHGC 0.0 ft' 0.0 ft, 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A _ c. N/A 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ftZ _ b. Frame, Steel, Adjacent R=11.0, 207.0 (12 _ c. N/A d. N/A _ _ e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 1701.0 ft _ b. N/A _ c. N/A 11. Ducts _ a. Sup: Unc. Ret: Con. AI•I(Sealed):Gamge Sup. R=6.0, 165.0 It _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated beat pump) 15. HVAC credits (CF-Ceiling Can, CV -Cross ventilation, Hl--Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 20662 PASS Total base points: 23757 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: Aw�_ DATE: Rllalo3 I hereby certify that this building, as designed, is in compliance with the Florida Energy t^ode. OWNER/AGENT: Aaw'J:Fjmo_� DATE: a I a103 61 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. Cap: 34.0 kBtit/hr SEER: 12.00 Cap: 34.0 kBtu/hr _ HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT, _ oF cI sr�T�` o,� v � a u ' COD tare-V BUILDING OFFICIAL: o DATE: FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NW 0.6 6.0 16.0 40.72 1.00 648.8 Single, Clear SW 1.0 7.5 40.0 56.99 0.99 2252.4 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear SE 0.6 3.0 3.0 61.07 0.92 168.8 Single, Clear SE 1.0 11.0 36.0 61.07 1.00 2197.5 Single, Clear SE 1.0 3.0 6.0 61.07 0.81 297.2 As -Built Total: 133.0 7177.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.1 1033.0 1.18 1218.9 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1425.9 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 1701.0 2.82 X 1.00 4796.8 Base Total: 1625.0 3461.3 As -Built Total: 1701.0 4796.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total. -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Poinl:s Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge®DCA Form 600A-2001 : nergyGauge&FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 30923.1 Summer As -Built Points: 31210.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 30923.1 0.4266 13191.8 31210.7 31210.7 1.000 (1.079 x 1.150 x 0.95) 0.284 1.00 1.179 0.284 0.950 0.950 9932.1 9932.1 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge& :IaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 0.6 6.0 16.0 14.97 1.00 239.3 Single, Clear SW 1.0 7.5 40.0 11.59 1.00 465.7 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear SE 0.6 3.0 3.0 10.59 1.04 33.0 Single, Clear SE 1.0 11.0 36.0 10.59 1.01 384.0 Single, Clear SE 1.0 3.0 6.0 10.59 1.09 69.2 As -Built Total: 133.0 1613.8 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.1 1033.0 3.31 3414.1 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3952.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 1701.0 0.87 X 1.00 1479.9 Base Total: 1625.0 1040.0 As -Built Total: 1701.0 1479.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1625.0 -0.28 455.0 1625.0 -0.28 455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge(D/RaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4579.2 Winter As -Built Points: 7236.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 7236.6 1.000 (1.068 x 1.160 x 0.95) 0.427 0.950 3451.9 4579.2 0.6274 2873.0 7236.6 1.00 1.177 0.427 0.950 3451.9 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points F192 2873 7692 23757 1 9932 3452 7278 20662 PASS -] moo, THE ST 9T�C.r a° 0 0 D EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/RaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASt1R1=S /mimf ho mot ^r ev --- Ana k— �u . ;.41 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-200-1 EnergyGauge&n/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.9 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. is this a worst case? 6. Conditioned floor area (ft2) 7. Glass area & type Single Pane a. Clear - single pane 133.0 ft2 b. Clear - double pane 0.0 f12 c. Tint/other SHGC - single pane 0.0 fe d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, lot Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Scaled):Garage b. N/A ELECTRIC.... New _ 12. Cooling systems Single family _ 1 a. Central Unit _ 3 _ b. N/A Yes _ 1625 fe c. N/A Double Pane _ 0.0 fe _ 13. Heatiug systems 0.0 W _ a. Electric heat Pump 0.0 fe b. N/A R=0.0, 175.0(p) ft c. N/A 14. Ilot water systems _ a. Electric Resistance R=4.I, 1033.0 ft2 _ R=11.0, 207.0 ft2 b. N/A _ c. Conservation credits (HR-fleat recovery, Solar _ DHP-Dedicated heat pump) R=19.0, 1701.0 fe _ 15. IIVAC credits _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, _ PT -Programmable Thermostat, Sup. R=6.0, 165.0 ft _ fvt7_-C-Multizone cooling, W-1-1-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceedW) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features., , Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 34.0 kBtu/hr _ SEER: 12.00 Cap: 34.0 kBtu/hr _ HSPF: 8.00 Cap: 50.0 gallons _ EF: 0.93 PT, �04 THE srgr�o� 0 Al f§�.C6� *NOTE: The home's estimated energy performance score is only available through the FLAIRE S computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for u US EPAIDOE EnergyS'tarMdesignation), your home may qualify for energy efcierrcy mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321.1638-1492 or see the Energy Gauge rveb site at t, rvty fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficien,:y Code For Building Construction, contact the Department of Community Af;airs at 8501487-1824. EnergyGauge.',� WcTsion: FLRCPB v3.30) CV L cil CV 0 a �I�JLiLI W pe WINDL OA0 SPA CIf ICA TION 0109 I]alton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 13 GA HORIZ ANGLE } 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J13-US BRACKET ATTACHMENT (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0* MAX HEIGHT MAXIMUM SECTION WIDTH 21" 7. LOCK OR OPERATOR IS REQUIRED. 5/i6xl-5/8"' 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STR1iCTURE AND jj .054" VERT TRACK IN ACCORDANCE .:,WI TH *,PIJR, RENT BUILDING COPES -FCrPI j L�-(p%;L-OADS i LISTED ON :Tf-tl'S �Dfawl{�l6r,•-AO 1 4- Ox9 6" TRACK `�'`► 1 / 2 /1 � BOLT & 1/4-20 HEX _ =zNUT AT EACH JS-US Approved: BRACKET 3395 A06!s6N Oi2�PENSICOL� FL ti2514 FIJonkE2ilF6hoN(N0: 0048+w' :.:� aORGLI EEtAi ACAJ10N 'NO_'Oj8519 ,, - NORhL.GlROUNp,CE'T1FlG1i0N' NO.`U�JH36 Date: OP TION CODE 0.108 REV.- P WIV 9 ' x > 4 ' MAX 44 PSF I OF 4 TRACK END HINGE �OP 8RA CKET REOUIREMEN TS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE 9° _. / (4) 1/4-20x5/8" SELF- THREADING SCREWS (P/N 100320) (2) 1/ 4-20x5/8" TEK SCREWS 90 ,,DEL END HINGES 9. o r' � _ 'Q 3" 20 GA °Q' — —. — "U -8 AR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) I H�Up HIA�F RH ENO HINGE � ` Y NYLOPJ-ROLLER (P/N'. 270791) ® \ 80TT BRACKET \ f� (P/ H-2d0;54 — & LH-2_0,355) �•.� TEK SCREWS t(PlN 100507, Approved: W.S. Wilson, P.E U95 AOOISON OR. PENSACO" FL 32514 FLORIOA CERTIFICATION NO. 0048489 0EOR01A CERTIFlCATION No. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Dote: 3 — 5-3 — 0( 16 GA ENO STILES 1 I I I `-,(20 CA CENTER STILES) 0P i 101v CODE"' 0108 1 RE v.:. P j . WM 9 ' x 14 ' MAX 44 PSF 1 2 OF 4 NOTE: MAXIMUM SECTION WIDTH IS 21" U-BAR L OCA 'T'DIVS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U-BARS LOCATED AS SHOWN } 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U-BARS LOCATED AS SHOWN b b i' 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE T Approved: r f ..r Ks. Wit --or i�E:�r'r1 n ° 3395 Ad0I! ' DR:; 'PE�14$ 01 FLORIDA *,CERTIFICATION NO. 0048489 : c: Ij— CEOrG4 cETzrlt7caTmN;?+cr�aTas14 ��="�i:::.,;:; NORTH'.C.A OUNA CERTIFICAnbN NO Date: F.715 OPTION CODE'.:+i(�d�1 REV.. P WM 9r x 14 r MAC 4 4s Wind Lpad Test,Report Report # 0108P February 1, 2001 TES-i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for IO seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.1 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0 10 8 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Wayneivlark Model 8000, 90, 4 section. -2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'A6wers;GAIS(Q127). APPROVED•dPT3ONJti� Based on o(he"tests 0 a q•NM16..tt:- Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: p l 0 R G C 0 U NI T YA E" ��. W.S.;-Vdson,;(S.E. 3395.AddisoI.tr Dr.-, PA ', c Florida Berk:' 0"..OEI�iS.4�� Georgia Ccrt•Nb,'Jt85•!•9 '\ - North Caroling CyrrNd. 0?3J6�� T U0I rn rn CV 0 c a Wayne joalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD 511ECY7CA TION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-4.0 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR `THE LOADS LISTED ON •r . 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-2Ox9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xt-5/8" LAC SCREW AT EACH JB-US BRACKET DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 1 /4"-2Ox9/i 6" TRACK BOLT & 1/4"-20 HEX NUT AT EACH is —US BRACKET (1) JB-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK ` (1) JB-US BRACKET LOCATED Approved: _ tt� ':�:; AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). ' 3X5 F' & CFFTI➢UWF09t89: G=RCW::fRMFIC111ON 'f10: 018519 HC Tii. OU,N� fER?FICAr.o NZ. o. 023_Q3 ' Date: `�- Z8—OG •.: (�� OP TION APPROVED SIZES: 16'-0" MAX 'MOTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" w "a Q-- a� A, Fes: v: rr: G .. C.• a- L iAlhk .•. ; i AI V P1 i WM 16' x 14' MAX, f27 -29 PSF I 1 OF. 4 TRACK END HINGE TOP SRA CffET REOUIREVENTS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4 20x5/b TEK SCREWS (P/N 141668) A ., k�`a��' ARROW BODY HINGE •� I � I (4) 1/4"-20x5/8" SELF -THREADING SCREWS ,� `" ti•, �. 2" NYLON ROLLE (2) 1 /4 20x5/8" `r W/ 4 1 /2" STET TEK SCREWS ALL / 1 (P/N) 108135 END HINGES 1 I Y• a I' i eb `• WIDE BODY ;°7/16" PUSH NUT AT EACH HINGE (P/N SEE ?L.AROLLER (P/N 243341) BILL OF MAT'L) t• LOCATED .25 MAX BETWEEN a., PUSHNUTS AND BRACKETS 3" 20 CA OR HINGES U—BAR H �E HIN r RH FND HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved:_ W.S. Wilson, P.E 3395 ADDISON OR, PENSkCOLA. FL 32514 I F1.ORak CErFM.crATION NO. 0448489 0 GEORQA CERTTF1CA110N N0. 018519 \ NORTH CAROUNA CUMFrATION NO. OZL836 � Date: SOT (P/N RH-270354 & LH-270355) 20 GA CENTER Si1LES 6 GA END STILES OPTION CODE-.- 0110 1 REV.' ' P1 1 WM 16' x 14' MAX, -1-27 -29 PSF I 2 OF. 4 U-BAR L OCA RONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0 f 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4 20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.,: 3395.'4DISON DR;`Pf}L I FL`325'I aRIDA C �NNp• rQ � = CEORGIA;� Nlf. 0(851Z •.;�'""NOKiiI�O!l2DUI�J4C£Xil T10N<N0; 023836' /. J �� r r�. ..iryi• o Date:v. �•-2�o1F rx �'.;4�r' �c: qp y9 , OPTION i5b3 1F�'(%1REV.' P1 WAI1 10' x 14' MAX, 4-27 -29 PSF 3 OF 4 r�;� CENTER STILE & INTERMEDIA.TE HINGE L OCA TIONS f r W W W 14' 10, Approved:2 ORANGE' COUNTY aUH�����;� ffce.� W.S. Wilson, P.E. C �7 . 3395 ADDISON OR., P�J�GOLA, FL 32514 FLORIDA CEFMFrknON NO. 0048489 CEORCIA CEFMF1CATION NO. 018519 NORTH UMNA Cana" ATION NO. 023836 Date: OPTION CODE- 0170 1 REV- P1 I WM 16' x 14' MAX, 4-27 -29 PSF 4 OF 4 Wind Load Test Report Report`# 0110PI February 22, 2001 TEST 1ZEOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stilee, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp'710F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The nunimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SN(ILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are appr4yed.'to 3. Limes the height tested per standard practice accepted in IvIiami-Dade Co. Refer to Product Control Division, Questio,n� A'' n's�disr,GA18(Q127). APPROYEa'OP');IQ tSO.j:.' Based ono er tcs b �. ' uiG�lo Y 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ', •.� ; r' ,' � ' �' � •` � °' � i . 1`:. g' �' 4. ) {p+1 7 i; 7 � P. 'j rh !mot•. L < < 1Na.rne: _ - a, _ l.t J W.S. WilsonE, "(� `���000 a 3J s� Ce C.:f yL i S �i ':.NC�iv<� ('�1 �j ��I �.�y�• t'. •� 3395 Addison far, 4 i '• F' dGU�l i o f �`1 �. � �i t 4a. _� � •a -� Florida Cert r Ivv',ijt)�8 Q/� t. ,aL Georeia Cert'No. U18j��;;..• 0 cc C14 to CV 6 z a o. way,ne pal#on MODEL: S TYLE: DESIGN PRESSURE: WINJL OAD SldE"CIFlCA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX 'MOTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # OZ� MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. MASTER PLAN � 13 GA HORIZ ANGLE �I I 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"m HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE .BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5,." �, W.S. Wilson, P.E 3395 ADDISON DR., PENWOU. FL 3251 FLORIDA CERTIFICATION No. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 4 - 2 R .a 1 OPTION CODE-- 0108 I REV. P 1 5/i6x1-5/s" LAG SCREW AT EACH JB—US c BRACKET 0 C54" VERT TRACK — 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JE—US BRACKET •. WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRA CK END HINGE; TOP BRA CKET REQUIREMEN TS 1/4-20x9/16" TRACK_ BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"- TEK SCREWS (P/N 141668) ` SCC # o;z -0 I � i MA I I i 14 GA WIDE BODY HINGE 8° :\ ° (4) 1/4-20x5/8" SELF -THREADING - SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEK SCREWS q ALL END HINGES q . 'Q 3" 20 GA oo 1 U-BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) I 9 BOTTOM BRACKET ` (P/N RH-270354 & LH-270355) (3) 1/4-20x7/8" •� TEK SCREWS (P/N 100507 Approved: W.S. Wilson, P.E. 3395 ADDISON DR., PENSACOIA FL 32514 FLORIDA CETMrkTION NO. 0048489 GEORCIA CERTFICATION NO. 018519 NORTH CAROUNA CERT MA110N NO. 023WB Date: - 4 - 28 -o/ 16 GA ENO STILES k�� �.cNTcR STILES) OPTION CODE- 0108 1 REV P 1 I WM 9 ' x 14 ' MA X 4 4 PSF 1 2 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS. LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws W113on, P E. 3395 AODISON OR., P96AWLA, FL 32514 FLORIDA CERTIFICA710N NO. 0048489 GEORGIA CERTiF1CAi10N No. 018519 NORTH CAROUNA Cif ACATION NO. 023W6 Date: <f - Z 8 - of OP 77ON CODE.' 0108 1 REV.- P 1 I WM 9 ' x 14 ' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 ®TEST RE UIREMENT: �e door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER.- 0108 P ®TEST DATE: January 25, 2001. Temp 64° F. zODUCT DESCRIPTION• 1. WayneM ark Model 8000, 9x7, 4 section. _ Qb SVG 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. p �� 3. Standard bottom astragal and retainer. MASTER L 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b e ui'ale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, P.E.-28.0/ 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T c0 M rn CV c Wayne Balton M ODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA0 SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # 01.00(o MAXIMUM SECTION WIDTH 21" G NF79 PSF NOTES: I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5.. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r 2S_ Approved: W.S. Wilson, P.E. 3295 ADDISON DR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. OOQ+&9 CEORCIA CERTIFICATION No. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: f- 18-01 067" HORIZ 1 (2) 1/4"-20xG TRACK SOLT 8 1/4"-20 HEX 5/16"x1 -5/8" L SCREW AT EA JB-US BRACk DRILL .281 OR 9/1 HOLE IN TRACK F J8-US BRACk A TTACHME 1 /4"-20x9/16" TRACK SOLT & 1/4"-20 HEX NUT AT EACH JS-US•BRACKET (1) J8-US SRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECT10 .067" VERT TRA (1) J8-US BRACKET LOCATI AT EACH ROLLER LOCATR EXCEPT TOP BRACKET ROLL'. (P/N 125135 OPTION CODE. 0110 1 REV.- P1 I WM 16' x 14' MAX, *27 —29 PST1 OF 4 TRACK END HINGE TOP BRA CKET REQU/R-ME N TS SCC # 1, 02-oa 4 MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4 20x5/0 TEK SCREWS (P/N 141668) NARROW BODY HINGE � b 1 (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS V \ (2) 1/4"-20x5 8" / \ 2" NYLON ROLLE 4 1/2" STEI TEK SCREWS ALL / g Q END HINGES (P (P/N) 108135 p. WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3' 20 GA OR HINGES U—BAR LH END HINGE P,H ENE) HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: WS. Wilson, P.E 3395 ADDISON OR., PENSAMLA, FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGU CERTIFICATION NO. 018519 NORTH CMUNA CERTIFICATION NO. 023836 Date: BOT (P/N RH-270354_ & LH-270355) 111111111 20 GA CENTER STILES 6 GA END STILES OF TION CODE 0110 1 REV.' P 1 1 WM 10 ' x 14 ' MAX, +27 —29 PSF 12 OF 4 U-SAF L OCA TIONS m"m 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS -\ o LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � i (2) 1/4 2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W S. Wilson, P.E 3395 ADDISON OR., PENSAMIA, FL 32514 FLORIDA CE"F1Ca110N. NO. 0048489 GEORGIA CERnF1CAnON NO. 018519 MOM CAROUNA CEMF1CAMON NO. 023836 Date: 9 -2�?- 01 OP77ON CODE.- 0110 I REV.- P1 I wM 16' x 14' MAX, +27 -29 PSF 13 OF 4 CENTER STILE INTERMEDIA TE HINGE L OCA TIONS c C # o °� ,6' 141ASTER PLAN 10' Approved: W.S. Wilson, P.F 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CER11FrATJON N0. OGQ489 GEORGIA CERTIFrATi0N NO. 018519 NORTH CAROUNA CzRnFICATION NO. 023836 Date: T-z8—a( OP TION CODE.- 0110 1 REV' P1 I WM 76' x 14 ' MAX, *27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 0 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.-dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C O,Z - e4D 1. WayneMark Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIvfILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based on o er test b ' o o uivai Ahuninum Louvers and Styrene Window Frame Assembly per test number 020501. Name: . W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch = (407) 667 9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Initials/Date Agency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-,4-02 Created on 02/04/02 Page 1 of 2 NORANDE}; PAGE 29 CAULK TOP .OF MULL #10 -X 3/4" TEK SCREW - ADO W Ix3 MULLION (XFLA-26-1) 1X4 MULLION (XFLA-39) WINDOW IAMB #10 x 3/4" TEX SCREW—, CAULK BOTTOM OF MULL PRECASTED SILL -aL% CHART FOR FASTENERS FLA-4.5 MULLION ANCHOR CLIP 16 GA_ GALV. SHEET METAL 800 LB. MAX CAPACITY IX3 MULLION (XFLA-26-1) lx4 MULLION XFLA-39) VERTICAL MULLION SCHEDULE SINGLE UNIT : WINDOW TYPE OF MULLION TYPE OF CLIP WINDOW DESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 26" 38_-1 4 J� _ _ _1_0 -x 3.0 --- x 3.0. OK --- _ --- 4 3 160 x 1-1 2 TAPCONS 19" 5�-5 8•' -- �—x_3.0__ ---1.0 -- --- OK ---- ____ 4 _3116_�,.---- x 1—J2 n------ TAPCONS 63" �: _ --_1.0 x 3.0 — --- OK --- OK-- --- 4 r4 -T---- a-----_- _ J60 _$ _i_— J2 _T_APCONS 1—J2" 28 1.0 x 3.0 x ___ OR 4 _3J60� x TAPCONS 3 160-'' x 1-1 2ff TAPCONS 38_1 J4 26-1/2"50-5 Ham' __—----------- -- 1_0 x 3.0 -- --- --- - - OIt ---- OK---- __ --- -__ 4 4 3 160 x 1-1 2 ---- ,.- x 1-_ J2 TAPCONS APCO TAPCONS ----- _ 63" ---1_:0 x 3.0--- 1.0 x 3.0 OK --- ---- 4 _3J60' _J60`'--� '' TTn------ " ::l 76-3 q� --- -- --- 1.0 x 3.0 -- OIt_-- `OK 4 _T_A_PC_ONS J60 x 1-J2" TAPCONS ---- 26" x 3.0 4� n------- 3 160' x 1-1 2 TAPCONS' 1 4 ___1.0 -- -- 10 x s.o -- -- 4 '_3 160 x 1-1 2 TAPCONS _J 37" 50_-5 8� --- -- --- ---_OIi---- ..---- 63 x 3 0--- 4 3J6'0�'_x 1_1 2T TAPCONS 76 4�' ---1-0_ 1.0 x 4.0 --- �K-- OK - 4 4 _g�6i' x 1-1 2� TAPCONS ----------- 1 ' _ 26" 38-i/-�--------_--__ 4 1.0 x 3.0 1.0 OK ---- '--- 4 40 x 1-1 2 3 160 x 1-1 TAPCONS 53-1/8"50_5Z6.' - - x_3.0 1.� x_3._0- __ OK____ 4 _2 3 160" x 1-1 2" - f _TA_PC_0_NS TAPCONS 63" ;i-6 _ 1_0 x 3.0 ---1.0 _-_ _OK____ OK 2�_lj4cex_1_ - 1��'_TAPCONS 4'' x. 4 0--- ---OK -- 2 -1 1 4.0" x_1_-1 2" TAPCONS 2 40''� x 1-1/2' TAPCONS NIMjFACTURER NAME: or�a�ri F� — mA5TER FILE # i u D p SEE CHART FOR D p D FASTENERS 5 NOTES: z a 1) ALL. ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T6, OR 6063 T5. m a 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2') CHARLES A. ' Pp ESN p � ON EACH ANGLE LEG, y THE TNSHALL BE FL REG. ENG.. $ 40121 PLACED ON MULLION CLIP CENTERLINE. DATE; 3/21/02 m ro 2 3) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI c U a El r. � )vvttANllEX PAGE 30 NnTg'c. 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6063 T5. z) 0WIEN THERE IS ONE TAPCN (1/40' X 1-1/2 OON EACH ANGLE LEG, THE TAPCON SHALL b PLACED ON MULLION C[ap CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS. 3,000 PSI CHARLES A. PAG P.E. FL REG. ENG. g 4912-1 DATE: 3/21/02 CENTRAL FLORA B.O.A.F. MANUFACTURER . NAMIE : _ MASTER FILE jk _ 7 r #10 x 3/4" TEK SCREW DW SILL, SH HEAD HORIZONTAL MULLION SCHEDULE SINGLF UNIT Rvn8 O' ��, RNDOW ivlunnur "` `""SUN 1 YPE OF CI iP WIDTH . HEIGHT .✓L��j rt<C'JJUttL NUMBER AND INCH INCH 35 PSI' FLA-45 TYPE OF FASTENERS _ ---- x 30 38;1 4 --- _ T_ 1_0 x 3:0 ---0K 4 q/160' x_ 1-1 2 TAPCONS 19-1/8" 50_5�g" ` - __ -1.0 3:0--- OK---- --- ---- 4 ------- _3J60„-x 1-J2 TAPCONS 63" --- 1_p _x x_3:0--- ---- OK 4 _3J60�'-x 1-J2�` TAPCONS 7s_3 4�. -- �i:.b --- x 3:0 OK---- ---OK-- 4 _360� x I-J2� TAPCONS .26" 3©-1j4 ___1.0 0K �4 �____ - 3 160 x 1-1 2 TAPE--NS 26-1/2" 50�5 g� �- _x_3_U fox 3:0--- --- -- - - - --- ---- --- OK 4 4 _3 160 2 TAPCONS ,.------ -- 63 ---1.0 1.0 x 3:0 _ x 3:0 --- 0_K --- --- 4 -3J60 _x 1_1 2 TAPCONS 3�60� x 1_�2r TAPCONS 76-3 4h ---L x 3:0--- _0_K --- --- OK 4 -3J60 x _IL- TAPCON$ _ 26" %� 1.0 x 3 0 OK 4 4 ---- 3 160" x 1-1 2'� TAPCONS 3 160 37" 50-b/B' _-1.0 -1.0_ x 3_:0 --__OK__`- __ 4 x 1-1 2 _TAPCONS 16_0T_x J n J 2 TAPCONS ` 63 _ -- 1�0 - --- 3.0 --- OK-- 4 _3 T _ _1-1 3 160' x 1-1/2 TAPCONS 0 _x x 3.0 --- OK -60'x.T APCONoK�'4T-�26" 1.0 x 3:0. OK 3j60' 1 1-1 2 TAPCONS 3_8_ T 53-1/8" 50- 5 1.0 -- --- x 3:0 --- -__ ___ --- OK_-__ 4 4 _3 160 x 1-_1 2 _T_A_PC_0_N_S 1-1 2'� ..8� 63 _x 3:0 -- --- aK---=12 _3%160�'-x_ r_ TA_PC_ONS x_1_ 1 1.0 .x_3:0 SIC---- -1 2_1140" --- 2�_TAPCONS x 1-=1/2" TAPCONS lx3 MULLION (XFLA-26-1) 1.x4 MULLION (VIA-39) OK 2 1 40"- x 1-1 2-'' TAPCONS (XFLA-26-1) 1X3 MULLION (XFLA-39) 1x4 MULLION F-T#10 x 3/4" SF.F. ruhn•n "-- EK SCREW 1 /4" tvr r - DW SILL o 0 C 5: z w � SH HEAD a y a cv K \� z h 0 L31 u C1 14 q q MRANDEX PAGE 24 a d n��ACTURER ' NAJWE; (2) #111 x 1-3/4" PH-SMS IIITO 2 x BllC1� OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK. (SHOWN) WITH A 1-1/4` MIN. EA(BEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1-3/4" FII-SMS INTO 2 x BUCI( SEE ELEVATION FOR ANCHOR SPACING. w T I•--, f7 (2) 010 x 1 3/4" PII-SME BUCK WIYli 1-1/2` MIN- E _ SEE ELEVATION FOR ANCHOR SPACING. I I- WOOD BUCK STEEL . P NMFE S k 60.0 D. P... Y LL WOOD BUCK CLASS DOOR IALYSIS CHART Ho. OF Na OP DE3ICN I-OAD CAP—— ANCHURS ANCHORS N7.975" 90• .0 10 30 g (4) 18 46 24 6 DD.S' 48 4B 18 152.760' 57.5 67.5 24 6 111-375" 80• 6 67..5 57 9 76.5' (3) 67.6 57.5 16 8 128' 80" 58.7 68.7 19 26 9 e3201- (25) 66.8 eB. t 10 6 201' 147.975` •. D8 - 45 46 30 8 10 - 00.5' (4) 45 45 24 10 152.768" 46 48.0 46 18 10 I H:376' 08" 48.0 536 10 75.5" (3) s3.4 65.4 1a 16 16 IO 128" 08' 54.5 54.5 1 pp 10 to 33.825 (2.6) 64.6 64_6 10 Ha/ IN PARSNTHFSL9 INDICL$ 1(1 i1ZE WIDTH PANEL SM IN FM. STF.FI. 1)F•tlry )O As REQUIRED L TYP, JAMB. SECTION )OD S1tIL{ (SHOWN) 1/4' SHIM - { I"- t MUDD TRACK A5 REQUIRED 1 BY 2 BY BUCK MAX (2) 3/16`0 x 2-1/4' TAPCON OR APPROVED SEE ELEVATIONFOR ANCHER OR SPACING. ' ° NOTES: 'r 1)) SHIM AS REQUIRED, MAX SHBI STACK 1/4`• /� 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5. OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" y 3 USE HIGH QUALrry ­ ° " 4) GLASS THICKNESS BASED ONETABLE WINDOW300 itsX X T GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBH.1'fy FOR SELECTION 2, PANEL OF NORANDEX PRODUCTS TO MEET ANYAPPL_[CABLE'CACAL'IAWS, HEADER AND SILL SECTION BUILDING CODESORDINANCESOR OTHER SAFETY REQUIREMENTSS SOLELYTHE ARCHITECT, LPAN, TYP. 1 BY BUCK BUILDING MII 7) CONCRETE COMPRESSIVE STRENGTH - 3 r AT 26 DAYS- 000 PSI ,U-I (- _ T. --) (2BY2) AL 13I7Amu • .curcnEU GLAS,y SUDDIC CUSS DOOR 80• (4) so" o (2_6) 86' ce- (s) 6e- (2.5) IIHALYSIS CHART No. OF CAPACITT--PSF ANCHORS No: OF ANCHORS O N C) ti � POSITIVE NSCA HEAD h Sul FRANB 1AUB 06.7 88.4 30 88.7 60.4 24 Be.7 BB.4 IB 6 O 89.7 77.4 Y4 e 9 G 88.7 838 I8 68.7 836 16 8 O 68.7. 78.3 pp 88.7 78.3 e Q to so ee 8 O so 80 so to Crj r 24 80 80 1e -45.3 65.3 10 10 vJ Q 24 10 6e.7 71.3 to to 68.7 73.8 18 10 4 65.0 65.0 20 10 0 68.7 85.2 10 (2) 3/16"0 x 2-3/4` t0 V 'y M 6 b IA CON OR MIAMI DARE APPROVED CONC. FASTENERS. SEE ELEVATION FOR N• t t ANCHOR SPACING. to a _ Wes-. ti V� q ,' lV ay �W j y V I U T'• U II/0 111 1.II/a If 11 T..- ",0: X PANEL X PANEL X PANEL X PANEL z - W � / 1 /� w w 2 (4BY2) TmcLL nxvnm3N o 14 p t4i a NORANDI;X PAGE 23 I 4 u a k[' . #IO x 1-3/4" PII-SMs INTO 2 BY BUCK OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x I-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. 2 BY WOOD BUCK i2) �10 x 1 3/4' Pit -SUS INTO 2 BY BUCK WITH 1-1/2' MIN.. EMBF,'DMENT. SEE ELEVATION FOR ANCHOR SPACING. I n_ 1-2 x WOOD BUCK 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL 301/16" x 591/2 " XX XXX �� � 361l1s' x 591/! " 53.3 55.8 10 16 18 6 30 %6` x 791/2 49.8 ---- 49.8 12 18 22 6 361/i6` x 791/2 49.7 45 4-9.7 10 16 20 8 4-5 12 .lg 22 SERIES 500 AI,UMINIJM SLIDING CLASS DOOR ALL OPERABLE 8 CHART PANELS p D ��FASTENER CENTRAL � 4aAL -F - � '� B•O.A.F. (2) 3/I6'0 x 2-3/4" TAPCON AIAN ACI'UREI{ NAME: g 191DTI1 I x WOOD BUCK OR MIAMI DADE APPROVED CONC. FASTENERS.. SEE ELEVATION FOR ANCHOR SPACING. u As' RE UIRED TYP. HORN qD SHIM gSHOWN) MUDD TRACK AS REQUIRED (2) 3/18"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES; 1 SHIM AS REQUIRED; MAX SHIM STACK 1/4% 2; ALL ALUMINUMOR EXTRUSIONS ARE ALLOY 6063-T5 PIC3) USE THI H-QUALITYACAULK BEHINWALL D WINDOWESS OFOFLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS o V CHARTS, AND MAY VARY DEPENDING ON.SIZE. 6) THE RESPONSIBILITY FOR SELECTION 01? NORANDErX PRODUCTS TO MEET ANY APPLICABLE LOCAL.LAWS, HEADER AND SILL SECTION INANCES Eq Eis>eN I%ESTD DIELYWITH THa ARC%ICT, Tom'• 1 BY BUILDING OWNER 'OR N BUCK 6) CONCRETE COMPRES.SIVESTRENGTH — 3,,000 PSI AT 28 DAYS. 1/4' SHllI-_{I-- MAX (4BY2) rrug EtryAnom 1 �IORAt�DEX PAGE 22 10 X 1-3/4" P.H. S.M-S W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ® 00UBIE i i r4 x r U v W/101/21 MIN. FA{DEDMENT. SEE ELEVATION FOR .ANCHOR SPACING- ALT.FIN ATTACHMENT � a UNDER SHEATHING'� CEWI AL FLOIIDA B:O:A.E. MAMNAffURER NAME: oRq v,.FX MASTER FILE #� 3 NOTES; 1) :SLAM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUM;;EXTRUSIONS ARE ALLOY 6063_T5 H-TYPICAL. WAIJ 3 U E HIC .. iA CJ1U BE ICKNESSIND }rD F 0 2- 4;_' GLASS. THICKNESS..BASED ON TABLE E1300 GLASS cHAR7'S; AND.`1LAY NARY DEPENDING ON SIZE, 5) TIf& RESPO451131LITl`:POR SELECTION OF NORANDEX PROD-UCTS:.:TO: �MEET.:ANy APPLICABLE LOCAL LAWS Bl1ILDINC.,COvES; :012DINANCES OR 07}1) R SAFETy REQUU2);MEN�':'BEST SOLEf,.Y. FPIT}I THE ARCHITECT. HUII DING OV/NER`. Oil"CONTRACTOR. B) NOTE `•"INO[GATFS :THAT EUAL,FASTENERS AT HEAD'• AND lSII1�;ARE"REQU ED. I' to X 1-3/4" P.}L S.M.S. W/1-1/2" MN. EMBEDMENT SEE'. ELEVATION FOR ANCHOR SPACING. • i ' F O1 0 TYP. JAMB SECTION WOOD r.RAME -1-//4" MAX- SEI1M (TOP AND BOTTOM) ® poueIs ' I g 10 X 1-3/4" P.H. S.M.S. ; HEADER AND SILL SECTION 11/1_1/2. MIN. EMBEDMENT C}fARIFS', A, �N, i':E wooD FRAME, SEEELEVATIONFOR FL REG. ENG: - 49121 ANCHOR SPACING. DATE,3/.7 WINDOW DIMENSIONS WINDOW FASTENER -SCHEDULE WIDTH HEIGHT id0. ANCHORS ' HEAD/SILL NO. ANCHORS JAMB w INCHES INCHES) 35 E d5 TEBO PSF PSF PSF 35 PSF pSF PSF q e-Le` 2 2 2• 2 - 2 2 18' 25' 2 2 2• 2 2 2 _1 9 3• -+2-- - 2 2- q O q rxl B_tg 2 2 2• 2 3 3 ti.�� 8=�2' 37_L/4. - 2 2� -2 - 2- g" 0-ILB" _3_ 3 34 4 •• � 3 3 3 3 W a � 5_�2_ 49-5/B' 2 2 2 2 2. 24 3 3 3 3 3 3 M h 1 !F /l g' g� 2- 3--3• 3 .- 3 3- ti 2-1 B' 3 3- 4• 3 3 3 B_ L 5_�2. Bz. -_27 2 2--2'_ 3 4 4 g— 2- g� -3 3 3- 3• 4• '3 -� 4 - 4 4' 4 o ti b 2 2 2' 3 4 5 6-3/4" 2--2� 3 3• -3 3 4 5 - 0.4 El'p o 2 k 1[iL wm 4vIH �1 y 4 L - i z.Do.c < -A ///// I///// --D> I'AIIrC DETAIL-B \ 9 i NORANDCx PAGE 10 u in v i I -•�' ,.,.. .. of J. lY/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. W � U v L� .750 Typ HEADER AND SILL SECTION .WOOD .FRAME 10 X 1-3/4" P.H. S.M.S. -- 10-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING -.-- Liu rHxl # ------ . [--bijj 5 ALT. F.IN ATTACHMENT >g 10 X 1-3/4" PAL S.M.S. UNDER SHEATHING W/1-1/2" MIN. EMBEDMENT + SEE ELEVATION FOR FOR ANCHOR SPACING. -- WIDTH TYP. JAMB SL'GTION O WOOD FRAME 1/4' MAX - SHIM (BOTH NOTES: 2; SITIMAS 1STACK 1 ALT. ALUMINUM EXTRU IONSAREALIDY6063-T5 X 1-3/4" PAL S.M.S. OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" . 3) USE HIGH QUALITY .CAULK /2" MIN. EMBEDMENT ELEVATION FOR ,BEHRTD WINDOW FLANGE. 4 GLASS THICKNESS:BASED ON TABLE E1300 GLASS CHARTS, AND-MAY.'VARY DEPENDING ON SIZE. 3R SPACING. 5) THE RESPONSIBILITY FOR SELECTION OF. NORANDEX PRODUCTS :TO. MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE CHARLES A PA IP E: FL. ARCHITECT, BUR:DING 'OWNER OR CONTRACTOR -6) NOTE • INDICATES :THAT EQUAL FASTENERS REG. ENG. ff. �4912L AT HEAD AND SILL ARE REQUIRED. DATE; 3/27/nP MAX UN=7fUTH_ TTP. AT -RJ Elm U.G DETAIL -A --DETAIL-C SASH AF DETAIL-B . I � )sol,ArrDr� [ PAGE 21 l�3 16' TAPCON WITH A N. 1-1/A" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" UIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. ANCHOR SPACING. 2) ALL ALUMINUM 4 F4 ;d Ti .i U i� EXTRUSIONS ARE ALLOY 6063—T5 OR TO WITH TYPICAL WALL THICKNESS OF O.B2' 3 L . USE HIGII QUALITY CAULK BEHIND WINDOW FLANGE 4 GLASS THICKNESS BASED ON 4 TABLE E1300 GLASS CHARTS,, AND MAY VARY DEPENDING ON SIZE �I f 5) THE' RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, REQI�lI EMENTS RESTING DSOLELINANCYSWITH OTHE ARCHLY CT; BURRING OWNER OR CONTRACTOR . 6) A PRESSURE TREATED=WOODEN.BUCK.OR MARBLE SILL SHALL BE :ADDEDUNDER THE PRODUCT TO FULLY SUPPORT UNIT., THIS` SUPPORT \ SHALL, BE FIRMLY ATTACIIED 1N'1'0 MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL, LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI AT 26 DAYS. ALT. HEADER SECTION B) NOTE • INDICATES THAT' EQUAL FASTENERS AT I��A*TMm�l�m��O�A��By..O.A,F.. TYP. 2 BY BUCK 3/18" TAPCON MANMAC'I UnR NAME; W/I-1/4" MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) �L1Io1P4Ni�C 1' AUSTER FTLE, CALL SIZE WIDTH 1 I F ° • 1 BY HULK O 2 BY BUCK sHIM LTYP. JAMB SECTION )TH rags) I BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK HARLES A ':P CN, P.E FL REG. ENG. #:49121 DATE 12/it/Ol ` # 10 F. L S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. uuc m+rt rmnt FIBAU STLL 6 24' o.p, DETAIL—C INV a DETAIL—D ti. NORANDEX PACE 9 ice' 3/16' TAPCON WITH A AOMIN. 1-1/4' MIN. EMBEDMENT SEE EIXYATION FOR ANCHOR SPACING. 4 A A d a d _l_ 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE A1JOY 6063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" 3 USE HIGH QUALITY CAULK BEHIND WfUDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY PRFOR SELECTION OF NORANDEX BUILDINGLDING TO CODEMEET ANY APPLICABLE LOCAL LAWS, S, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUR DING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODFULLY -SUPPORT UNIT UCT TO . THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY ANDSUPPORT THE PRODUCT OVER ITS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI ALAT 28 DA T. HEADER SECTION YS. TYP. 2 BY BUCK 1.500 (% 10 F.H. S.M.S. WITH MIN• 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR T CENTRAL, FLORIDA AIANU AC�,� i3.O.A.I+'. 3/16" TAPCON O R N_' SEE ELEEVATIIOON FOREDMENT STE]� F" # FOR ANCHOR SPACING. I. �- --- 1 BY BUC 1/4" SHIM 1 MAX (BOTH JAMBS) D D D D p SEE NOTE 6 HEADER AND SILL SECTION Tom- 1 BY BUC){ CHARLES A. PAGE FL REG. EIIG: ,#' 40121 DATE: 3/21/02 # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MA rLL e VAA /X I'///// SASHr �// DETArL_ B A M I A M I DADS PRODUCT CONTROL NOTICE OF ACCEPTANCI; Prenldor Entry Systems 911 E. Jefer•sorr, P.O. Box 76 Pittsburgh ,KS 66762 h1IAMt-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE'CONIPLIANCE OFFICE MI:IitC)-1)/11)Ii I I,nG[.1ilt 13UII.1)INC; 140 WEST' FLAGIX''It S'I'Itlil; I', Stlt-17i I ti().; MIAMI, FLORIDA 33 130-1563 (305) 375-29U! FAX (305) 375-290S' UOSTIL\c.'rolt MC:1..`Sttic: SI:CI.IUN (305) 375.2527 1,.,LN (305) 375-25= s cc)� rrL�C roll r:Nrc5uc •r;�rr•:�-r• ur �•Isl c)N pus) 375.2966 141X (3U5) 375-29t)S PRODI C:1• Cos. 1)r\•IsloN Four application for Notice of Acceptance (NOA) of': (303)375.2902 VAN (303)372.6.139 Enter'gy'6-8 S-W/E Irts«•irig 01)adue Doable w/sidclitcs Residcrltial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of :Alternate Materials and Types of Construction, and completely described herein, has been recor»mended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. if this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of suchproduct or material immediately. BCCO reserves the right to revoke this approval; if it is dclernlined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. Tile expense ofsuch testing will be incurred by the manufacturer. ACCEPTANCE No.: 0.1-0314.24 i EXPIRES: 04/D2/2006 Raw voangllcz Chief Product Control Division THIS IS T11E COVERS!'FEET, SEE ADD.ITIOIN:AL P.,ICES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE S.-TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Rliami-Dade County, Florida under the conditions set [ ortl� above. APPROVED: 06/0S/2001 ems^ Fmncisco I. Quintana. R.A. Director h•lianli-Dads: Counts• Building Cods; Compli;tnct: OPI \LsN50001\pc2000\\templates\notic' e acceptance cover pagc.dot Ir1IC1'IICt )halt :1(IfIrCSS' 1)OStf11:11ICr•'�1)ulldill"CodColl IIf1C.CUIl1 IIUI11CIlai'C: hltil://11'11'«'.Itttilrlirt rrnrlrr nli'rir r•r n� Premdor Entry Svstems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000, it approves a residential insulated door, as described in Section 2 of this Notice of *Acceptance, designed to comply with the Soutli. Florida Building Code (SFBC), 1994 Edition for Miami -Dad_ County, for the locations where the pressure requirements, as determined by SFBC Cliaptcr 2 . do not exceed the Design Pressure Rating values indicated in the approved drav,,ings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterav 6-8 S-N1'/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Onlv and its co' mponetlts shall be constructed in ;trio compliance with the following documents: Drawing No 31-1029-ENV-I, Shcets I through 6 of 6, titled "Prcmdor (Entcrgy Brand) Double Door with Sidclitcs in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 0I/11 00, bcarin� the Miami -Dade County Product. Control approval stamp with the Notice of Acccptancc number and approval date by the Miami-Dadc County product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shown in approved drawings. Single door units shall.int;lu.de all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between tlic edge of canopy or overhang to sill is less than 43 dcgrccs. Unless unit is installed in non -habitable areas Where the unit and the area are designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict conipliance the approved drawings. 4.2 Hurricane protection system (sl1uttcrs): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcizl. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systc,il. 5. LABELING 5.1 Each unit sliall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by topics of* 111c following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as idcritif icd in Section 2 ofthis Notice of Acceptance, clearly marked to show the components selected for the proposed installation_ 6.1.3 Any other documcrnts required by flit Building O icial or the South Florid 3ui iding Cod_ (SFBC) in order to properly cvaluatc the installation o ii s stem. _ Manuel crcz, P.E. Product Coaamincr ProductGentrol Division 2 Premdor Entry Systems ACCEPTANCE No.: 01-0314._4 APPROVED Z01O1 EXPIRES 4nri102 2006 rti`OTICE OF ACCEPTANC STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documcnts, arc no older than right (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c_, city, state, and the Following statement: "Miami -Dade County Product Control Approved% or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnovcd. C. If the Acceptance holder has not complied with all the requirer»ents of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. *. Any revision or change in the materials, use, at d/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and ,ranted by this off ice. 5. Any of the following shall also be ;rounds for removal of this Acccptancc: a. Unsatisfactory perfornianee of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or an), other purposes. 6. Tile Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising litcraturc. Ifarty portion of the Noticc oFAcccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available For inspection at'the job site at all time. Tile engineer needs not-rescal the copies. S. Failure to comply with any section of this Acceptance small be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pa;cs 1, 2 and this last pa-c 3. Ei\D OF TIiIS :1CCEI'T NCE Manucl crcz, P.E., Product Congo Produc Control Division 3 PREMDDR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES' WITH A BUMPER THRESHOLD (INSWING) ' rID . 1r�(r�onlulrtt�M Cynic vgxr ALIC't1.CC, )/.C3 •/I I/r MPlwnr CMIEDr¢hl J 140 1/r 37 1/1• MAX . • MAX 77 1/4' M7r• AX MAX get WIC y n„A 4, MAX 9' MAX Mr 9• MA X MAX ' Is aC. a aC 1s b.c. Is- ac. 1s• 0. �s DC. 15• D.C. , 13• D.C. MAX MAX MAX MAX MAX MAX MAX MAX MAX 7� E full, d W C MLK Jot rill. <i I7 1/2' MAX D.C. SPACING IB' 0.G „ ctC 17 I/ MAX T� DOOR fy Ix CALM A ✓rtIvj IB,' ae. DC Jell D.C. SIACING TD t of LOCK 22' X / MAX DLO BO 17 1/ MAX MAX O.C. SPACING 1B' DL ••RI[I au14I •arts a /1 MAX D.C.1Si ACING D.C. •vlun caan... / �Ilr r[d'rC; X� � �t�;�MI _ 16• �X I ! I I , Ifca AIG 3.>< M11� lut»iiµ ,. 15, D.C.�IT ac. U• D c 19' D C. 19' O C 19' D C 19' D G 19. 10 C- rl Irr M11RMM CAtCDICAr ruA MAY NAX - MAX MAX MA% MAX IU1X MAX • X' MAS 9' MAX MAX ' nwc nu IR' . C LD4..—Les xrr W I{ X ATTACH ASTRAGAL THROW BOLT OB % I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 910 X t 3/4' HOLES FLATHEAD SCREWS' NOTES, 1.) WOOD BUCKS BY OTHERS, MUST BE ANCHORED I8 X 1 3/4" LONG PROPERLY,.TD'.TRANSFER'.LDADS TO THE STRUCTURE. FLATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO DUALIFY THE FOLLOWING INSTALLATIONS. L.K. INSVING R.N. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY �- AaPRni•EDASCC'J>;'r u: ,Vln rnf STRUCTURAL 'WOOD BUCK. " C. MASONRY OR CONCRETE CONSTRUCTION WHERE IN q souTHFL�p AI INGCODE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE JU� U ��llfl V LH VAFER WFILIRAfMI WHERE WATER (NFILfRAIIDN OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL QUIRE NCHI 6 NCCOCD r REGUt VAr IS HOf Ari ONE BY WOOD BUCK-'tiv y + PR0OU CONTRDL6PASlo71 �) 7. ALL ANCHORING SCREWS TO BE 910 WITH o 17X eulLDc�!cDDECc�L1A:7CEo: MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAlICE NO JI'U3i Y. tti INTOOR MA' PFH TAPCONS WITH 11/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPT OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEH THE EDGE OF CANOPY OP, OVERHANG <. RO MUST BE INSTALLED WITH 'MIAMI-DAOE COUNTY 10•SILL IS LESS THAN SS DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NUN -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INILTRAN AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE E DACE CtXA,IT MaDIrMArIONS hAvm JAMBS AND SIDELITES. 10014u1[STIOICI fCC P „ es Uilm KISS Vice. 116:f1t IRi ADD'D„cx�Dorn (71rP ICAPAIID4 Ihto 7. DOOR/SIOELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL(TE BASE f tf ' VI %All I II CORNERS ARE COPED AND BUTT JOINED._ _ •^,t•^��a,� ®•rynr,, 8. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST MIT S. r 1' ISCki, V.1.. I INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS IFD.B TD 1.2 MIL �,L m N Y Y M 3I-1029—EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ PITM ars)� SHEET I OF 5 VATER-REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL. REV= J7 17,' MAX 35 3/.• IJ MAX 135 J/,• MwX^ I/, S IS \� SNIM MAX /:1,j'O'.A.' DDIt -11 9/16' 1 1/4, i I 1 / 2' GLASS BITE t 7- GLAZING DETAIL - 1— GLASS INTERIOR 7,' MAX — JS J/.• n.x 7 11 r31 �L I Is��;tl ���f► E' EXTERIOR sEf I�aZINO pE 1AIL SECTION A -A "INSWING ' 5 OTHER CONFIGURATIONS J7 I11• !u%------------- MAX '-----�-II Ill 1/,• MAX I� 7,• mo— MAX —�'—�yI .3_➢._ am 1, J/,• MAX 74 J/,' I .. MAX — MAX � 77 1/2• `tea-•. - 7 MAX Elk um APPROVEDAS CDLAPLYIN8l151H THE E I m moll, mawmiltDR SOUTH FL�ipp BUDDING CODE IWI><BIAS DIDI IbL YL 1 ADDED PK,E S t- WD! r m) Ey,_ NN HID4D51RI1J III Dli ADD ADD muatvs to m 4XI 1 . lcX I17A �M.IIRiS w, , B7 Ite FRC!DU CO` ;ROL OMSION OWLODtO CODECOLTLWICEOFFIC EMo N Y MS 31—IU29-EW-1 ACCEPIANTE lv 01 - C 3 7Y. 2 y mug 2 OF 6 Qr -,- C SHIM MAX r- 3/4' 80 11/16- MAX INTERIOR 79 5/16- MAX SECTIfJN B-B 2 BY WOOD BUCK 1 1/4.• EXTERIOR MAILRIALS LIST IILH fm. OESCRIPI(ON PART MIHBER COMMENTS — 2O VOOD HEAD JAMB COMPRESSION VCATHERSTRIP CV-14 1 I/4 X 4 9/16' NIL. TO BE rlr+E OR EQUIVALENT O ALUMINUM ASTRAGAL y_ 1t1CK SCREEN BRANII I DXSFAI 9650 (BRONZE) 4 AIUHINUH-BUMPER iIIRESl4lLp rV-12 PREMDOR BRAND OR EOUIVAL[Nr- 5/0' ALUMINUM A1IR1 5 TOP CHANNEL EV-IS PREMpTIR BRAND T1R EDUIVALCNT -1 1/4' Y 4 9/16' © CV-08 PREHDUR BRAND - I II/16' - 20 GA STEEL Q T SKIN A qe Ulll 'BIT - 001 1 SI A r0 BC B0>l� 1 BWl 6SI BTRi 9!<1 O THA A R BOTTOM CHANNEL BASF FOAM - DENSITY 2.0 TO 2.5 WSWt' 9 O VOOD LOCK BLOCK EV_07 PREHOOR BRAND - 1 11/16' - 20 GA STEEL 10 STRIKE STILE EV-09 4- X 9 1/2' NIL. TO BE PINE OR EOUIVALENI II HINGE STILE EV-06 15/16' x 1 11/16' HIL. TO BE PINE OR EOUIVALENr 12 LOCK PROP FILLER PLATE EV-OS 15/16' X 1 II/16' NIL. TO BE PINE OR EDUIVALCNT 13 4'x4' HINGE EV-10 PREHOOR-BRAND - .050- THICK- HTL. TO BE POLYEIHYL 14 VOOD HINGE JAMB EV-16 HALER BRAND HINGE OR EDUIVALCNT - A97 THICK (STI 15 B10 x F14s. y_ 1 1/4' X 4 9/16' HTL. TO BE PIN[ OR COUIVALENI I6 2' r B10 X 2' fHV.S. (4) SCREVS PER HINGE INTO DOf1R . 1hx IB' he nrcRErrR INID L ( JAN . • ID) SCREVS 11 )f;l StJJKE JOB IHID SIDELITE JAHB• - �yN fR(N % B' DL IfKRCAf TER A 61 SCREVS 11NPfMI EAC1f SIDCLIfE JAHI INID SIDELITE. 4" DOVR rRL OP, HAI is, aL IIERCAr1ER. ' 17 1e Y 146' P(H IAA it "ti1HR 1 x mEu1 RET-ER TO IB D10 X 3/4' F.H.V.S. ELEVA►IDN VIEv, FOR 1 or SEREv$ UZI, AND LOIATla, 19 ' BD x 2' FHV.S. (2) SCREVS PER HINGE INID JAHO LOCKSEi (2) SCREVS AT EACH STRIKE PLAT[ I B10 X 1 3/4' rims. BRAND BRAND 200 LOCK OR HARLEIC'BRAND 100 LOG► VOOD SIDELITE JAHB (2) SCREVS PER HINGE INTO JAMB EV-19 22' X 64'"'SINGLE PANEL GLASS EV_20 1 1/4' X 4 9/16' HTL. TO BC PINE OR EQUIVaLENT ( NP ED'GLASS N POLYPROPYL N SIDELITE TRIM (VDOW R Lre• rl EAR TrHPrRED r AcS - DE-1641 - cam 1 1/4 •VOOD CV-21 CASING EV-22 'VOOD 5/16 x 1/2' HTL. TO BE PINE OR COUIVALCI f p S1V HT SIDE J PBi" AS A. N1 Ir MS NnRIHcs I SIDELITE HEAD JAMB EV-23 HLL'Ll © WOOD SIDELITE BASE 1 1/4X4 9/16_HIL. TO BE PINE OR EDUIVALCNT 1 ® EV-24 POLYPROPYLENE LIT[ FRAME I I/4 X 4 9/16' HTL. TD BE PINE DR EQUIVALENT -I643. ODL-2 lip Polypropylene by ODL 16-X 1 1/2':PAN HEAD SCREVS i0 PER FRAMES[ v A l )n xCr lVVl SIDELITE STILES EV-26 PIN NAIL 14 " Arl R 15/16- X 1 I1/16' Hit. TD DE PINE OR EDUIVALCNT LRIG MAR• G UI fWK [RO. HAI B' DC "(WIER. USED ON MUM All➢ 3/4' DOW SILICONE #995 APPROVEDD;kSS CCOIIMUM Will THE BCA Y [PFREMDD[ PN 'TNOLDIVISION 911 L xTrusm BUILDING. CODE COL•LIN PICE OFRCE PIIII'Bl�i•k5_(>) ACCEPTANCE N0. 0 I-0 3 f y. Zy - SIO M. IO.T Y f1-1029-EW-1 SHEET 3 OF 6' R(VISOH L(II(R B 2 BY WOOD [SUCK 1/4' SHIM MAX 3/4' I : RL INTERIOR I 79MAX16' 80 11/16' MAX 64' MAX DLO :A 1 1 3/4" '::...1:i-1 2 BY WOOD BUCK 4 9%16' _SECTION T*-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;131-1029-EW-I SHEET 2 DF 6 DOW SILICONE 4995 APPRaWoo JLS CCN;a[W!p xiYN n1E JUN Q �� BY sauna - �PREMDOF BY PNy 911 L .([[[RAW ��++C COOE COIfP1UNCE OFF PIIISBIR6, Ci 6! ACCE-MICE fIp._ f' Ycsy u BADE EMWTY xC HATER Al li A -Co scQllF�pa LIR YSTEMS . r" 1-1029-EW-I SHEET.4 OF 6 R[VISUW lCli(R p OTHER DOOR.'CONFIGURATIONS a. a I�i.i yl yr 41 ®- LC VCK 4 _ N oxxn D_XX .Xxn Io I 1 1 1 1 nxn FIMM- IOIFSS N01[9. FRX [S(RII um. Kiss lal[B. SIQ QPtI. IR'i uG AFFnu`, c D AS COLIPLYd16 WITH THE SOLDN FL pPIDA BUq 1XNG CODE DATE J[�fi 62 iT By �-� RREMDUR Prroro,.r . oL9II [ tl(FRS[H Dln1pu7c co0E Ci5i7�y OFF PII ISM a 66 ACCEFTANCE NO XXX I 31-1029-EW-I SHEET 5 OF 6 R[VISM MI[R J HTHER DHDR PANEL STYL- 36° . E S rMAX 794116� Pon °° gob ❑❑ MAXn n �� �0 on Dan on a s ��� an 000 BLANK roP ❑❑ a0n 4-PA14EL 6 PANEL 4-PANEL 9 PANEL 10-Parr[L 18-PAN[L OTHER SIDELITE STYLES 3 is —1 rMAX m 79 MAX o SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-508 SL-69A SL-69B ❑ E2 013 an a90n� a�s� PD-2 PO-3 PD-4 PD-5 PB-6 PD-7 PD-B ul . I " A 9,9 n PPPD-23 PD-24 PO-25 00 QDD DQD QQD Q ❑ PD-35 PD-36 PD-37 PO-30 PD-39 PD-40 PO-41 as tj Q L4 on ©© QQ o 0 FLUSH B-PAN[L CROSSBUEK 12-PANEL 4-PANEL EYEBROV W/SIRGLL (-PANEL EY[gROv V/SCROLL Q p p SL-69C 'SL-25 SL-55 SL-390 SL-40 Sl-90A SL-90B ao 00 a0 oa ao PD-9 PD-I0 PD-11 PD42 PO-13 PO-14 jAaI 1 * ��1 .1-26 ,1 1 i d0 0� 00 d 5-PANEL 5-PAWL E YE BRO V U SL-90C SL-30D SL-30C SL-7o SL-B n� • PD-15 PO-16 PO-17 W Ill 0 z o ,�� t•' 1 nz 'a k u 0 o c4: b' air t'1 Y z PO-32 PD-33 PO-34 t y c iilaDwD: cuss lolr�, sn mtL Ina "" . � � stwstma IA j PAPI BA :PRENDOR OIHTR OPTIONS 041[ PR MD0 ENTRY MINX �I,: "' 911 L rnnaol ESHEET 029-EW-j PO-43B P1NsB> [I U762 6 OF 6 FEYBDA MI[R M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr-enldor Entry Systems 911 E. Jefersoll, P.O. Box 76 Pittsburgh ,KS 66762 •NIIANII-DADE COUNTY, FLORID. %IETRO-DARE FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE: M17 RO-DAD13 FI.nt ij,E t BUILDINC, 14L0 Fl ACiLI:)t S 1'RlilCr, SlJP1'!: iGO3 MIAMI, F LOIUDA .i-i 130-1 5t).i (305) .+75-2'Ju 1 FAX (305) 375-21)US C:U.\-rtt•�c-ralt t.I C.I:NSNC, tiIa-r)O� C:U.\'I•IL1Cfottl:Svc) ItCaimj':I rinvislos (1t�5)J7S-2')GG 1�.�\'(.tUS).17°•-_'9U\ I'I(C)DUM• C:U.N•I.1,01. DIVItilo Your application for Notice of Acceptance (NOA) of: (305)375•21'c2 VAX (Zus) 372-6.1.11) Entergy 6-8 S-�N'/E Outswinb Oj)aque Singlc w!sidclitcs Rcsicirntiltl Insulated Stec] Door under Chapter S of the Code oFMiami-Dade County governing the use of Alternate Materials and Types of Construction, and conipletely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) tinder the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time front a jobsite or marIufacturer's plant f'or quality control testing. if this product or material fails to perform in the approved manner, BCCO- nay revoke, modify, or suspend the use of such product or material immediately. BCCO resemIcs the right to revoke this approval, if it is determined by BCCO that this product or material- fails to meet the requirements or the South Florida 'Building Code. The expense ofsuch testing will be it by the manufacturer. G�� G/Z :kCCEI T:iRCE t\0.: 01-0314.21 r EXPIRES: 04/02/2006 Rau► xoanguez Chief Product Control Division THIS 'IS Ti1E CON'ERSIIEET. SEE ADDITIONA1, RAGES FOR SPECIFICAiND GF?NERA1, CONDITIONS BUILDING CODE &, PRODUCT REVIF-w CO�I,NIITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and.Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. :L PPROVED: 06J0S/2001 Francisco J. Quintana, R.A. Dircctor Miami -Dade COulltl• Iluilding Codc; Compliance OfTicc \\s0-450001\pc2000iltemptateslnotice acceptance cover page.dot lnter-net maul SI11Clruss: nDti1t71:LCif NU`lu,ilrlinurnrinrv,li„n ) rt......... Premdor Entry Svstenis ACCEPTANCE No.: 01-03I�.21 APPROVED JUN ' EXPIRES _ April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO.N'S . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, .2000. II approves a residential insulated door, as described ill Section 2 Of this Notice of Acceptance, designed to comply with the South Florida Building Coder (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chaptcr 23, do not exceed the Design Pressure Rating values indicated in, the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entcrgy 6-8 S-W/E Outswing Opaque Sinalc Residential, Insulated Steel Door Nvith SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-I020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Ed Single Door With Sidclites in a Wood -Frames with Bumper Threshold (Outswing),' prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. Th�sc documents shall hereinafter be referred to as the approved drawin"s. 3. LIMITATIONS 3.1 This approval applies to-singIc unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION -4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door: the installation of this unit Nvili not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida BuiI ding Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con •t-ol •xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-03 I4:2 i APPROVED JUN 0 5 `Qr j EXPIRES 4Dril02 2006 NOTICE OF ACCEPTANCE: STANDARD (OQNDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has bccn filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. Z. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or as specilicaIly stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a changc in the South Florida Building Code product and the product is not in compliance Nvith the code changctsettng the evaluation of this b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or changc in the materials, -use, and/or manufacture of the product or process shall automatically be cause for tern-lination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate Fcc) and granted by this office. Any of th*c Following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. The Notice of.Acccptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done tin its entirety. A copy of this Acceptance as %vell as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at tic job site at all time. The cnginccr needs not reseal the copies. Failure to comply with any section of this Acceptance shall be cause for teriiiination and removal of AcccOtancc. 9. This Notice oFAcccptancc consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manucl crcZ, P.E., Product Co�xalllillcr Produc -ntrol Division 3' 4' MAX D.C. 15' MAX O.C. 15' MAX ❑.C. A 15' MAX O.IC. 15' MAX rKLM1JUK . (tN I LH(J Y 13KAND) WOOD EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUT.SWING) 00' MAX 4' MAX MAX 3' MAX 4' MAX — MAX _ 7 �j'3' MAX MAX 3' MAX MAXI I �'--�F 3 MAX MAX- 22' X 64' MAX. DLO 19• B IAV ( OTI;LIDAlj A 3/6 DIHIhTES KVIKSET DEADBOLT- MODEL 660 SERIES DR HARL= 17CABRUL MODEL -BID' KVIKSET LOCKSEW MODEL OLIN SCRIES OR HARLDC LOCKSCI 31 3/1e' � !L70[l roD Di 1U)LCS IS'__j MAX 43 It/)6' TOP OF DOOR TO 4 OF LOCH I�--4 MAX•. 11 6' AX MAX�MAX 14 L �14'_ Ig.� .MAX MAX MA% 'r is 4' MAX ~MA� —3' MAX 3' MAX NOTES. 3' MAXJ > V00➢ BUCKS BY OTHERS. MUST BE ANCHORED4MAX I—�-- MAX 4' MAX —i MAX DI ROPERL•T TO TRANSFER LOADS TO THE STRUCTURE THE PRECEDING ➢RAVINGS ARE INTENDED TO UALIFY THE F12LLOVING INSTALLATIONS. VOOD FNH CONSTRUCTION WERE DOOR ACj— YSTCM IS ANCHORED TO A MINIMUM TVD BY V000 'ENING. MASONRY OR CONCRETE CONSTRUCTION VH£RE RA OUTSVING L!L OUTSVING )OR SYSTEM IS ANCHORED TO A MINIMUM TVO BY 'RUCTURAL VOOD BUCK, MASONRY OR CONCRETE CONSTRUCTION WERE IOR SYSTEM IS ANCHORED DIRCCILT TO CONCRCTE MASONRY VITH OR VITHOUT A NON-STRUCTURAL WI(tCMEIJE i AEIEDCDTIRC0.1IR[ttN RIS,OIf NEECED E•BY VOOD SUCK ALL ANCHORING SCR£VS TO BE DID VITH v 4IMUH 1 1/2' EMBEDMENT INTO VOOD SUBSTRATE ° ° x 3/16' PFH TAPCCWS vffH 1 I/Z' MINIMUM EMBEDMENT 0 MASONRY. I WINS SHALL BE 1RSIALLED ONLY AT LDCANX PROfECICD DT A CRIEFY OR UNIT MUST BC INSTALLED VITH 'MIAMI-BADE COUNTY OVERHANG SUCH THAT NE A,.•t;LE RCIVCCN IIE EDGE D'• CANPT OR DVERIwO ,ROVED' SHUTTERS 10 SILL IS LESS IRAN 19 CEC¢E[i UNLESS INII IS INSIALLID IN IHREE STAPLES PER SIDE JAMS INTO HEADER ON SIDELITES IOM-HAFTABLE AREAS VMERE ICE WIT A,ID ]ME AREA ARE DESIUQD' TD ) DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAIER IRTIORA1IOK LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE tBS AND SIDELITES. )ODR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND STDELIIC BASE HERS ARE COPED AND BUTT JO(NED. r1r�uUnnmLsn•mrf. BY OORS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST BITIVE PRIMER PAINT VITH A DRY FILx THICKNESS OF 0.2 TO 1.2 MIL. a T— RIES SHALL BE PRE-PAINIED VITM AN ACRYLIC LATEX VATER-BASED/ MD NI 'Y SY ER-RCDUCIBLE VMITE PRIMER VITH A BRY FILM THICKNCSS D7 0.8 TO I? NIL. 21LZrm nrR 6 4K, C14, PEk CADHLNSIL H 16,DFcDH l;, B aLTERNATEr 3/16' PFH TAPCER6 K/l 1/2' MINIMUM EMBEDMENT 1 (SE OTi 5) LCS A OD ll/16' MAX MAX 08 x 1. 3/4' F.H.V.S 3) PER STD_ FROM JAMB INTO THRESHDLD APPAOV ED A . CO.LI°LYII;q V,71 i i I,;- 5 H �°:'LI DUILDING COu_ OAT_ SUN BY� w .H PAODU TC RROLCI'.l5:711 BU4.DP7 CODE CO.MPLIAN_S CPn_c AFCF-pu,rCE N0. 01- C31S'• 2 I -1020-EW-E SHEF T 1 0. Apia Ul7 - 112' _ASS BITE � � I I0N A- ---ty MAX GLAZING DETAIL U U T S W I N G OTHER CONFIGURATIONS .. .. ­Lu Yln3] APPBO'rO A* COSd;UM t•Aill TMM SCUT UODE ul BY Pao T 1TBOLOP/ISIOtI BUIIpUIg COOF COL:PLLGI/CF Or. m 1-.1020-Eu-a SWET.2 Of 6 �._ 3/ 4' 80 11/16" MAx EXTERIOR 79 5/16' MAX FIN. F SECTION 1 3/ 4' 4 9/16' r/ I WOOD HEAD JAMB1,01OLK Lai 1MEIi1S O EN-12 1 1/4' X 4 9/16' MIL. IU BE PINE OR EQUIVALENT O cpMPRESsloli dEnrI1ERSIftIP - q p KS R N BRAND XS A 50 3 WOOD STRIKE JAMB L ��EN p 9 DRp W- I I/4' X 4 9/I6 HIL i0 BE PINE OR EQUIVALENT 4Q ALUMINUM -BUMPER THRESHOLD EV-13 PRENDOR BRAND OR EOUIVALENf - 6 IpP CHANNEL EV-05 P...... DRAND - 1 I//' x 1 9/16' -�-� 6 1 11/16• - 20 GA STEEL \J I 7 S T K N 26 CD17 IA11 -AU) w I BA$F FOAM - DENS! IY "� olmrssrte ,7 all eron e T U— AH 2.0 10 2S lbs./r t `—`— 8 DODO CHANNEL EV-04 WOOD LICK BLUCK PREIIOTIR BRAND - I II/16' - 2p EV-o8 4 x 9.1/2' HIL TO BE PINE OR EQUIVALENT to G4 STEEL STRIKE STILE TILE EV-07 HINGE S15/16' X I II/16' MIL TO BE PINE OR �l EQUIVALENT 15/16' X I II/16• HIL f0 BE PINE OR EOUIVAICNI 12 LOCK PREP FILLER.PLAIE EW-09 PREHDOR RAND - D50 THICK_ fill, T 14 4'x4' HINGE EV-15 HALER BRAND HINGE OR p BE PBLYErHYLE 14 WOOD HINGE JAMB EQUIVALENT - A97 THICK (SIFT IS A10 x 3/4' F.ILW S. _ E17-11 i I/4' X 4 9/16' M1L. TO BE PINE -UK LVUIVAI ENT 16 110 X 2' F.FLWS. (4) SCREWS PER III INTO UED1R INTERIOR 6) SIXVS 11fujul, [ACII SIDELIIE JMi INTO SI I7 HY vrnlnut0l I n pE4 Ut itP �% Is' nc IIERCArIER DELIIC. 4• WVI, fRlpl b S' FIR IAPCBa vnlDOtte I RI R[ICR 10 ELEVAIIUII VI[V• FOR I Ur 1© SIDELIIE WOOD STILE EV-07 SE7tEvs USED roil) L9(AIIDR$ 19 98 x'2' FJLW.S. 15/16' X 1 11/16- MTL TO BE PINE UR.EQUIVALENT LOCKSET (2).SCREWS AT EACH STRIKE PLATE FHW.S_ KWIKSET MINU 2U0 L CK OR I-MLUC BRAND.IDD LUCK 151 SCREWS IIRWGIi HIND JyiD IHiO SIOEIIiC JN1B, R• DOvu rRB, I, IIAK IB' Ilc THCREAr1ER 10) VS "'ZIAGq SIRIKE JMv Info SIDELItC JA",. 4• DIM, rRRI I "AX R• nC. II,EREAr1CR Q II SCREvS IRRUM, CALM Hlnq DIID DDDII WOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS --- EW-19 EW-19 —4 1 1/4' -X 4 9/16' HIL. It) BE PUTS OR E9IIIVALENT GLAs - SIDELITE TRIM (WUUD) EV-20 n iie__ o i1 Kill ij�sPRorrl 5/16 x 1/2• ® WOOD CASING WOOD SIDELIIE HEAD JAMB EW-21 MTL. TO BE P 'r slug wroii�"�'rv„lrN—�tUESIRs EQUIVALENT WL'Qs �si © WOOD SIDELIIE BASE EW-22 EW-23 1 1/4- X 4 9/16' HIL. IU BE PINE UR -----IQUIALENT POLYPROPYLENE LITE FRAME C-1647. UDL-2 I I/4' X "4 9/16' MTL. TO BE PIN E OR EQUIVALENT FiP Polypropylene D6 X 11/2' PAN HEAD SCREWS b ODL PIN NAIL I8 PER FRAME w I 10 XCLED 14' DC 111E AI I R. DHW SILICONE #995 (�� IIAL'"�r�-----B'aCIIEANIER,IRCItN H als TWO IRI I--, B-B AFPAIT`fo,Cs COruLYm rant uE 40UTH FT11(pRJ(: E BR If UY .lUfl iJ , ( PREMN eR rraoLomsxm 911 LIFT, 9 avaouxlcooecauvlwcEOFFxx PIIIsm,Ki 31-1020-EW-p A\ SHEET 3 OF 6 REVISM ItI1ER l) 1/4' SHIM MAX �TERIOR I 79MAX16'. 80 11/16' I MAX 64' MAX DLO 1 3/4''; i 2 BY WOOD BUCK —� 4 9/16, SECTION C— C -V__)l -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 1131-1020—EW-0 SHEET 2 OF 6 1 1/4' DO SILICONE 4995 "71--ro po c•ouarum 1N IH TI7E SOUTHFTURpt /� I:FTE .) ._J B7 W_ If I RI rtuoa . rt avISIGH 911 L BVI.MIG COS. CO7I11K110E OR CE Pills fi% An 11 �e�C t MIERK List i'IB•17 s. ISIDd. _• Mrs. m - 1-1020-EW-D SHEET 4 OF 6 RCYISIpH LCIICR U 4" �J - �•s. - I-r-;t „DAs VAT" THE ftti •,w[ kWT:ffJU�p {W E n MAX- hr .� NI PRaIU i ar.:a. 01YIs1a1 �� 4u4LRtC amE CO:.IPtw�E OFf PII r 6• X 31-1020- Ew-a SHEET S OF 6 QnsEN iuils U I I ILI-\ 'JLJur\ I YLES- 36 [-MAX 19 rx I C�" 00 u o o �� ��0��� 00 OUG ULU 1 [1111 u(j Rip -al "A'Q0 [JUG 13 ri 00 10,0 Dog U0 Ull cau ri 11 OLANIC 1UP 6-PANEL 4-PANEL 9-P 0 ANIL 10-PAtfEL Qo �0 d� 4-PANEL UOU ANCL RUS11 U-PANCL CRUSSBUCK 12-PAKL 4-PANEL '�PAN L 5-PANEL BRUV V SC k 5 EYE RULL EYE RUV -PANEL S-PANEL OTHER SIDELITE STYLES VISBRULL ITEBROV 300 -I r-MAX 79 m SL_m 0 o D � a SL-10 SL-20 SL -30 SL-60 SL-50 S1-500 SL-69A SL-690 SL-69C SL-25 SL-55 SL-30D SL-40 03 SL-90A SL-9U9 SL -90C SL-308 SL-JUC SL-70 ' au ir PD-1 PO-2 PD-3 PD-4 PD-5 PD-6 PD-7 pa-8 P0_9 PD-10 PO-11 PD-12 PO-13 PD-14 PO-15 PO-16 PD-17 PD-19 PO-19 PO-20 PO-21 PO-22 PO-2] PO-24 PD-25 PD-26 PD-27 PD-20 PD-29 PD-30 see PD-31 PD-32 lz z PO-33 PO-34 0 I WIS. U�atp. fpx DEL LILMIX l[LI Affi UHL A% sit u Is pu -PREIJUM SYSTEMS -35 PD-36 'I I [ M M ullu, I - u PD-37 R M I W I WM 0 N YNL% Y S Wr Pp-39 PO-39 PD-40 PO-41 PO-42 911 PD-43 lu y PD�43A PD-438 P111SIM4 166762 31-1 20--EW--0 !7!777MR SHEET 6 OF 6 [fill, I Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL12301 123 141 PINEFIELD DR ORLN-CEL CHEK3 LEFT Fax (407) 321-3913 FL PE # 50068, CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 4-22-03 Roof Loads - VT 4-11-01 U 4-22-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 4-22-03 A 6-26-03 W 4-22-03 B 4-21-03 W1 4-22-03 B1 4-21-03 Y 4-22-03 Total 33.0 psf C 4-21-03 Z 4-22-03 C1 4-21-03 Z1 4-22-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin : 24.0" D 4-21-03 Z2 4-22-03 E 4-21-03 ol-Z3 4-22-03 F 4-21-03 Z4 4-22-03 C! G 4-21-03 H 4-21-03 1 4-21-03 J 4-21-03 11 4-21-03 J3 4-21-03 K 4-21-03 K1 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-22-03 L 4-22-03 L1 4-22-03 L2 4-22-03 L3 4-22-03 M 4-22-03 I NV # DESC QNTY SEP 0 3 2003 N 4-22-03 18331 THD26 O 4-22-03 18330 THD28 P 4-22-03 18360 SKH26R 2 Q 4-22-03 18361 SKH26L 2 R 4-22-03 18363 JUS26 16 S 4-22-03 18370 THJ26 2 18336 THD28-2 3 SEAT PLATES 138 IDATE: -�o z -� �- Z o-� a-� �� Iv vl ,u I o I Ti. � I ITH IgXI US2 HAN ERS S1 RI I IR \ A - 4PLY x o (2) SKH26 HANGERS \ B / (2) SKH26 HANGERS I \\ C I I 12 \ I I \\ VOLUME CEILING E 4 12 12 I 6 \ F I 6 \ G I I ILL - \ ODD/SPACE m� I F _w - \ ODD SPACE d I 12 g \ 8'-0/CEILING E4 a I p / vtsil _ C1- VT 52\ -_ U VrWA _ B1- 3PLY V115 I /—EHUH28 2 fiANGER� / I �� F�HUH28-2 HANGER J3 � K �- J1 I o I ODD SPACE K I CEILING \� K L EEWALLKl' 6 I (/L cn ,1 _ Z[ILa 8'-0 CEILING \ II v�� :T=O'r-0° K2 EHU 28-2 HANGER 7 _ / C VOLUME CEILING KNEEWALL J TO 11'-0"g - 12 Z4 \ j-r`�J N N.7 KS -STRUCTURAL SCISSOR GABLE FIELD FRAME I � I THJ26 HANG\' /H THJ26 HANGER IZ 1 12 6 � o \ Z JOB NUMBER: CHEK3 CUSTOMER: REVERSED !1 F- \ Z1 JOB NAME: CHESAPEAKE K I _ DRAWN BY: tly DATE:11-4-02 II 2 II Z2 PITCH: 6/12 & 4112 O.H.: 1 al 14 3/4" BEARING : 8" LOADING : _N -_ - _- - - - - -N - - 1 20-0 , 6-8 I 13-4 I SEP 0 3 2003 Thls safety, alert {s rrJibpl Rs� used "tcr,� atfiract;,; your '7 uri r , r>nr: r r.. a? 1tn ar[En#IQI1 PEyf5 FrNA�LISAF�rt ;;fSFfiiV#V'JtDI��INhn you s'e'e.tfils1-' bell;"yBE t+MEiA�ERT I EFDt.I; S, t1�\G' Plh,tll '( 1 j�1 1 t ffl'. 15'I i ESSAG�ni1 " CALITIQ.N t",fl��CAIJ 'ION ldelitltles safe operating " [ � Ill � r�' p'racticestorar>adlca(fies unsafe�conciitlons That could rpsult'in personalJnlury-orc}amage to structures HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING &a BRACING METAL PLATE CONNECTED WOOD TRUSSES c ir there ponsibilityoftheinstaller (builder,buildingcontractor lice nsec'contractor_ •ectoror erection contractor) to orogeilvreceive unload, store. handle install and -ace metal plate connected wood trusses to orotec•' life andcrooety, The installer ,List exercise the same high degree of safety awareness as with any other structural aterial. TPI Does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are .sed upon the collective experience of leading technical personnel in the wood CAUTIOMI The builder, building contractor; licensed contractor, erector orerection contractor is advised. to obtain and read the entire booklet'?Com nenta and Rec6Mrfienoations for Handling' lnstalli; C' 3,=a^iiig:P�Ic':aIPiateConriectedWoodTrusse ,�118 - �. 91" fri)IT, t:I_ � russ Plate Institute. 1 i 1 �r Y'pA•N E 2.F_`�rA'D OERN --ie: .tr •t�*µ,q _o. `��r••,�un,.y�tl ilr,�sr�t �tW u 4 � -. �IHihsrle {a'1�urte #o�cil�awistruc iirs c, :Icedr� ca �jNc �`1�'tit r7- 'b ti • ;'� - �';.�a�1JrlPN�� ,+ ,� �r s 4ti? �,t I; r ;� t -„ ; It ling 7wilfdTrlos� ail Ce�jl result in serious p rse, a; i yhh ^ 1nU ,tOr dEath Or d7 7 c Clu t0' s`i;tJC?i1rCS, 1,4 �L;tWAR'N1NG�, n^A<11y1 'RIN1 C��tlescrikDes a con itlon; Xwhe e� artu e�#Io follow rnserr c ti eras cowdlre 4lc in severed ersonal,:in u or Barra _ struc�ur.,s. �. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer crinstalier. Thus, the Truss Plate Institute, Inc. expressly disclaims ary responsibility for camages ar'sing from the use, application or reliance on the recommendations and information containedhereinovbuildingdesigners, installers,and others, Copyri l,t © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the pu'`lisher. Printed in the United States of America. CAUTION: Alltemporary 6 acingshould be no:Iess than; - X- grade marked lumber. All connections should be made withi mininnurn of 2 16tl nails. All, t usses''assumea 2, din -be Into r oraess. All multi -ply. trusses should be connected together in accor- dance with'design.dravvings prior to instaiiztion. TRUSS STORAGE � -ALTION:3russes should notbe':: unloaded on rough terrain or un ever surfacers vJnich could cau�p c�amataeto.the truss. GAUTIOf Tr asses stored honzontall}r „iou d n , sup acted on blocklng :to reveht excel si, -ai t,+ CAUTIONTs d erticalfdf� tlbraceping. E to seven# tIlnc or ti bedding ar'Q lessen mgisCtIre,jgain f ' p op'pti � W WARNING ,Do not wreak banding untii irnstall-tion k �s ,J v?DAINGcR Do not store bundles upr'lglit unless," 1�77 jFt v1 'c' T �r 47J .. _ }�gl,7s Carp shouftl be exercised ir. Dantlinl reM_ r nh,Ypr�operJyfbtaced Donotoreakbandsur,til'bunn!es a mo:v�ai�-to,'avoid .5hiftin "af,indiwidual-trusses !a;i n r ,.�.�- k—vY �,t,are,. _faced,.m;a stal:ile homzortaf.;position: i:'Y.'.rA,gvI"w M:� i. �'k�' `r ry•,>, p.i4e °;'Y&e't���'�f�f'��-Y �c.Nli y�����43 ! A'tY' ,I 9; :ii! i �.,.---- ar n r h w �e r` ss'es`'; b6 , p:- ,, kir c�'an trues �s Whtch'a"re iy,nC1 flat :. kGARI�11� t Dr�o�llftn dy y „6�f� al t N �J I by t, i. t. aii3n F 7 1 �� 415i�Xthemely"d3nl serous in i"ot:r.xld iriG�ly Do no�useidamagecfs�iru sses ,. .7 E lidl.11el�,.. Frame 1 f Tag Line 1 C ,y-lJ i 101 "or`alyti�acin:gh`d;��tt�i trusses ,: tt ml1at.Rdgn I s C I bracing `'rr men,g` r �aTt D e �,•r /)i/$SP..bSa S` 2 r3r1LA.(II�O�}IP Cc'$PS C�e, brace 1 aEfl •.M.h'w. f:�:.:�...:S.,.r....�u!�t?�� . ,,�r ;%Fllll��r!�`:iix'J�i: d. Y1fi YMt L •�� MI qbwItfO1cW II'-. gate ..rnaxca yvla �r s'pacFa %P-"Rs � � s: (vi.. N�f h M '� N e�} h I "BR�E4`CIING: BUILDII~'JGa"EXTER' 10.9', �-+ I' e;M�O upry ;WFJ GBD --I Top Chord Typical vertical / LB\ attachment plan End We s I iV i Blocking Chord 'GBVc y r \ _ •� _ Ground Brace `�- Verticals G8 :•�:.. ( yr s T) (n Met tie member with a (HT) V-truss of bra, oup of true&* (EB) Frame 2 I WARNING' Faildr6'tb-f6libwVth6se:recommen-dat severe persorsal ihjury:qr,:darnjageAci,:rruss es or. OP CHORD:',':�, 11VIUM' I��,L:!TOP� CHOR D D '1' 1AGONALBRACE PITCH TC H kT�RAL'BRA PAC] qG (D%) T 1R S l' DI,F,FE.REN,C,E. SPACING(LB trusses] LU1310 2.5 7 I 77 -_�l 2- ------------ ; --------- T .0 6' T Over 2- 1 - ,; 2 - _ j over 42' - 60' 1 3.0 I 51 1 1 1 3Over 60�_ _ See a registered protessio,-lal engineer DF - Douglas Fir -Larch SP - Southern Pine I fF - Hem -Fir SPF - Spruce -Pine -Fir Continuour Top Chord La'^rai E -ace All lateral braces lapped at least 2 trusses. IC" or Greater a o h rr, en t Required --"/ Li IV t V, c, Top chords that are i ateraily bracea c— - ukc QQ I ogether and causeco I I epee if the re nalbracing. Diagonal bracing�i,ould be nail - ed tothe underside of the top c—d when p,-]i, I are attached to the topside of the p zr,.O,d. SCISSORS TRUSS Frame 3 A Y , Irp" C"ic) M- "C"li iliac t each t'"e' n d of thd C2CInd;-asAowchi I I f ' lipli BO t M OUMS, !Tp�,Al 5WA'LURACE (U5 Rii SPG PITCfi' i I�I Illltilill�l�lll dllPllll,p!I,�ll�l �l�' ��II!i�,'tllGfln!G Up to 32' 4/12 Over 32' - 48' 4112 Over 48'- 60' 4/12 Over 60' See a registered SP,CrItCa�I IfdfiI,IIC!iIIIIIC� @III CNI i�V' I�Ilh npl ll!SI}'llRill 15, 15, 15' professional ISIS lAl, 20 15 10 6 4 engineer " QF Douglas Fir Larch ;I SP-,Southern Plfie -S' P . i-m.Nm 11 lateral., races '-lapped at least 2 LiSses.� W T)`, "g. Wlk;k-�, --,-4'A, IPIM A", 'Wen :."Cross �racincnrepeated at eac[i. e'ndlof the, L,..',. I K�Ak. " - Nit uNd-i h.11Jl, � ��'Ii f �;' f II II III.�,I�II,1��I 1 IIITnIiP� �Iw�I�IIII�,fI��jJ��ll�'I��lI II'� i ��TOPICIiORL1�11�,!N�1�il�'��� 1�111I' � 4'I I III ''' IIII�Il�ikl�lllllll l ,i d�iII�,RD�lili���l�rl I:�DI.r;GOFl�,L BRACI�� 1. 111f 11 13r"6LIIP le"' �`j Up to �-2' 30 16 �61 1 10 Over 32' - 48' 42" 4 Over 4S 60' 4B-- 5 4 2 Over 60' See a registered professional engineer %D= - bougiais-Fir.-L-arch�,- SFI Southern Pine HF - Hem -Fir zFm'Sprfj66-Pine-Flr, < W The end dijilonal brace for cantilf3vered C Ipadodhh6l6 trusses mLst be stability drid,musi planed on vertical.. both ends of th 1 "webs in line w th the support.. W �7 2),4 Continuous RD TRU Q S ToD Chorcl Lateral Sr -ace Required TL Top chords that are laterally braced ca' together and ca ..... lisp" If there isno'dia'k�e 101 or Greaterl I bracing. Diagonal bracing should be nailed to the underside of the top chord when purlir�a 7- are t attached to he topside of the top chord. EMMA*. lmliM, ; Tg L SN-11,5111, !-M.; IM T V-mg q'N r If Glr z ontaJreatibi6 use j c, M 4PITCHqR SPANfN ""E CE ING ' PA I r6 a Up to 24' 3/12 12 Over 24' • 442' 3/12 6 Over 42' - 54' 3/12 4 Over 54' See a registered pr;f e-ssional en Jnee LiF - uouglas Fir -Larch SP - Southern Pine H F - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle togetharand cause collapse if there lend diago- nalbracing. Diagonal bracing should be malled 10 the underside of the top chord when purlins are attached to the topside of the top chord. I IM 0 N b T R U lqd PLUMB Truss Depth D(in) 12 :�7gZr.o.r ter/ All lateral braces lapped at least 2 trusses, Continuous Top Chord Lateral Brace Required 10' or Greater Z Attachment Required INSTALL ATION7TOLERAN C ESI' 11 D/5 0. D (tl) 12" 1 V 24" 1 36" 3 48" 1 6 " JiRs�, 1-1/4" V2'"91 5' 72" 1 /2" 6' 84" 1-34" 7' 961. 9. i T i T :tl/." Lesser of ail D/50 or 211 Maximum t Misplacement Plumb Line OUT-OF-PLUNIB INSTALLATION TOLERANCES. ------------ Frame 6 Length L(in) Lesser of L)200 or 2" L(In) IJ20:6:.R!!.`(fij!", 5 50" 1 /4" 4.2' Li —ogL- 1 tz­ 8.3' j 150" 3/4' 12.5' M-O TITA L(In) Lesser of L/200 or 21' L(in), ``0200 L(1 200" 16.7-7 250" 1 1 -1 /4' j 20.8' 300" 11 -1 /2" 25.0' I OUT -OF -PLANE INSTALLATION TOLERANCES. A"ATZMAFii'S1FMg 4MManonda Way Sanford, FL 52771 (4177) MI -MU Far (407) 321.3g19 Date: March 5, 2003 To: Building Department Front: 1lgaronda Systems Tomas Ponce Professional Engineer State of Florida. #0050069 Subject: ''Valley Trusses All valley;trusses Iabeled VT-1 thra 100 are covered under the general valley sheet provided in the truss pacl{age signed and sealed by the engineer of record. The connections are nested on the sb'uctural info sheet of the plans.,.AU criteria of the valley trusses are noted on the general sheet. Ifyou have any questions please feel free to call at 407-321-0064. ' erel 3bnn s Ponce, P.E. �`�`�`111111111 I/No Date: 315 fps ``,���`�p,S zs No. oo:40or STATE Gr= So AL /�`�lil1lt8D6{i494ti���; DESIGN INFORMATION This design b fw an indrvld.al taetlding . e®ponent and has ban based en t.fnematlan provided by the cllent- hhnc designer disclalon any responsiblUty for damage as a rerun or faulty m incorrect lafarma Ton s and/or designs Auntahed to the by the client aid the conuyboa or accuracy Of this tnfmmatlem as B mqy retie- to a ,pe- d0e ps"eri and accepts no responsibility or cmdaa no eanbal with regard to fahrtn- tbm hrauting, shipment and installation of busfo. This truss bas been designed .a &0 lodhidrnl buW11o8 ®poacrd to accordance, with ANSI/ITY 1-1995 and NDS-97 to be I mrpoated as Part of the b.Od og dptgr by ■ Building Destgc Iregtstered arehOect or professional eng}emxl. When reviewed for approm by the hu0dmg destyper. the design leading shown must be checked to be sure that the data shown are in agreement with the local building rodes. local dtmattc ruwda Car wind a avow loads, Project spaclOat-rms or special applied load. Unless shown. inns bas not been designed for storaga or comp a..y loads. The design assume enmpresslon chants (tap or bottom) am continu- ously braced by b-Wt g,-less neber.tm apedit-& Where bouom ebmda to tenston are not fully braced laterally by a property applied rW oeIllog, they should be hot d a mastmemn spacing of 10.0' o.a Connector plates shall be asmand chmed frum 20 gauge hot dipped ghantred .rent meellrg ASIM A 653. Grade 40. udm otherwise shown. FABRICATION NOTES Prim to fabe-tio . the fabricator shan rn.lov this drawing to vcrQy that this drawing Is In medormuue wah the fabricator's plans and to mltrs a em.mmdng responsmOLLy far much ved- Oratmn. An.! dbaepandes ara to be pad in willing before cbulag or fabrication, Pita &lull on' ba installed over lnalholes, Imnt& ar distorted gratn. Members shallLas cut for tt& hating wood to wood bearing. Can. nectar platea aha0 be looted on both fae- or the buss with calls fully ttnbgddcd and &ball be sym. about the Joint rmhess albu-be sham A Sx4 plate Is 5- wide: 4- long. A Up plate is B' add. x B' too& Slats (bolus) ran parallel to the plate length spee@rd. Double ads an web members shall wed at the cenb.ld af.the webs oa othcrwlm shown. Cannedor plate st= are mbdmum &lass bawd an the fords shown and any need to be tome ..d for yiNain hand. ling and/or erecum &tresses. This truss Is net I- be fahrtmted with ins reardant treated hu nber unless otbawbe shows For addOlwal infmman.n o. OuaUly Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AD bracing and erection rnnmmcrultions are to be followed In aotmdaucc with'Hamllnng Installing StBractse, HIB-91. Theta are to be ha -Al -A will, pwdkid� " handling, delivery asd �inst� to avoid void dugs Temporary sad pesmaaeot tracing fin hsWlag trnases to a st alghl and phmtb pars Ulan -0 far resb"lateral farm .Lan be designed and 1nsh0ed by eshas. Careful band - ling If essential and erection bracing is always rcqumed Hdmal Preo.U-.L y *d For inures raglibW such lemporaly brAcIng during installation behnrem abases to avoid toppling and d—b.A.j. Th. supavbbn ol erection Of trusses shall be under the control .f persons aTerlevad in the tostatlattm of h,ases. Ptolasbnu) .d.e. &ban be enwp¢ut D needed. 1-01-11an Of amsaudi.n 1mm grater than the design hods aha0 hat be applied to trusses at any tonne. No bads other than the wO*d of the aeedms shall be applied to trusses until after all fastening cud biasing b omphted. MONO VALLEY VALLEY TRUSSES MARONDA SYSTEMS ixa TBmffEa COMMON VALLEY SU PPOpTING TRU3j�6Ell VALLEY TRUS ^1 I' 0(TYRII II II II II VALLEY II ALIET AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. WO: VALLEY SET IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL i 214 f 114 OR 6x6 OR 416 316 DIAGONAL WEBS t 416 �6�48 OR REQUIRED WITH SPANS 2x4 GREATER THEN 28-0-0 316 0.0-4 2x4 2x4 VT QTY:1 I I!I WHEN DIGAONAL WEB PRESENT USE 4X8 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE I VALLEY MEMBERS AT t 416 24' O.C. (TYP) OR 2x4 214 316 VARIES 2x4 UP TO T �t t I 3:8 2x4 214 2x4 20 400 214 316 2x4 20 3x6 316 on 3x6 on t 416 OR t 416 2x4 i MAX. 6.0.0 O.C. (TYP) s 214 MAX.0.0.0 O.C.ITYP) MAX. TRUSS 9PACINO BELOW - IS' O.C. I� SPANS UP TO 60-0-0 �I i TOP CHORDS: 2X4 SP A2 IT IS NOT REOUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP 03 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS S13OWN PLATES.ARE T120 GA TESTED PER ANSM- 1 1-1995 Cont. Support Studs ®6-00 cane. Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #OU50068 1890 GRMMROOR MOV1ED0.f1.32768 n..r.-. urns. e....a - YNAKY41Nkx: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eltactagahown on this drawing Is mot erection bracing. wind bracing. portal bracing orslm0ar hraefvg -hichtart of the building design and which meat be orand ed by the b.mde.g designer: Bracing shown Is fin lateral support of buss membets Only to reduce buckling length PmNslons must be made to anchor taeeaal bmdng at ends and sp ccMed locations detemrined by Line building dalg=. Additional bracing of the over.B ab rucb .- may be req.trvL Mca I11B-Ob ar Tpn. N1ua Plate Institute, TPI, Is looted a15a3 D'Ondtto DsNq Madison. Wisconsin 537191. Job: Dwg: Dsgur: TLY Chk: TIC live 16.0 psf TIC Dead 7.0 psf BC Lave 0.0 psi BC Dead 2.0 psf TOTAL 25.0 osf Truss ID-; VT Date: 4-1.1-01 DurFacl- Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: It- DL%J%_N111Jl,7 IVIAHUNDA SYSTEMS DESIGN INFORMATION This drslgt Is for an Indhidual buildbbg m,upoucnt mrd It.. bell, based on bdomta Bon provided by the OcnL The designer dbelalms any re.ponalbalty for donna@- ea a -It of faulty or Incorrect bdonmUon. speclnmllons and/or destgns fumbled to the buss designer by the eBent and the MITeetnm or accuracy or this bdanratro.. a. It may mist. to a apa- eifle project and accepts no tcsponslbfllle or c..I— no control w1lh regal d to fabrk.- lloa Isandlblg, shilo—Ill and hu1.lbtfon of these. Thb t— Iw been deolg„ed .. an btdWMual building component in accordance with ANSIlr Pt 1.1995 and 1,10S.97 to be bxmporalad as part of the building design I,y a Butkfing Dntgner {registered nrehneet „r professlonsl engboer). When reeletced for,.ppro.al by the building designer, the design kadbtgs ■ho— owl be checked to be sure llmt the data shown are In agreement. with the fool building codes• local citmntle records for wbud or snow Inds. prtdeet q,eetn thorn or sp..1-I applied loads. Unless shoos, truss has not been designed for storage or occupancy toads. The design aslitunts comp-ssk- chords Imp or bottom) are eontutu- otu; y Immed by ih-thing u.1— oU,en. . sped ned. Where bottan churls In tension arc not fully braced laterally by a properly applied rigid -Wng. they should be bnteed .l a 11 a.Cmum apachig of I01.0' a,- Connector plates shall be manufactured Isom 20 gauge hot dipped g.h,.nbed aleet me.t1i.q ASTµ A 553, Cade 40. um1n. othenrlse .Rona. FABRICATION NOTES Prier to fabttatmn. the Ntnilbtar shall rerleo this drnMng to eerily that Uth draning is in ennlorrtnaltee vlUt tine l.brirnhn's plan and to rcaUre • -,,Unuh,g reapornlbmty for ...I, .erf (katlon. Arty disecp.ndes are to be put it, septa& before cttrung or I.brtevtlot. Plates .11. If not be InatoOed at er knaU,ales. Mot• or db'.ned C-In. hag be cut for tight ntti tg road to t.., hearing. Can. nretnr plalo shall be {—led ran bath faces a[ Ih. truss wllh naUs fully Imbedded and shall be s)m. about the )olnl unless otherwise shown. A 5.4 Plate Is 5-.-Id.. 4' long. A 6.9 plate b 6' o,lde . II -font. Met. tholes) nun parallel to the pbk lo.gth spceuted. DanhIt cub on .reb nrtmbeta shall meet .1 the eudrold of Um webs unless otherwise shoot. Co' n=tmr plate sizes are minbtun, shes Imscd on the fnmes flown and tray need to ba bI _.ed for cetatn l md- W,g and/or mwd n alrtases. This truss b not to be ful rle,ted wttl, the mt..,butt treated lumber u,d— othernbe shorn. For additional wanmatra r act quality Canbul refer to ANSf/7F1 1-19M PRECAUTIONARY NOTES All baebtg.nd en,etbn reeenunendatlona are to be rollmred lot oaeordonee pith-Hnndltng I,utatW,g n Brseing-, 1119.91. Trusses ar< to be handled nsth partmulnr care dmbrg 1=111 g and bw.dth,g, dell—ry and malallaU— to. -Id d.un.ge. Temporary and p—..anent braewf; for inddbtg trusses lot . straight and plumb pos- Ulon and (or r-btb,g bteral I-- shall be designed and installed by others. C.-Jul hand- Iing Is essential and ereeUon bracing b ahev)s eequbed. Normal plmullonaly action (or trusses requbes such temporary brarbrg durMg Installation belweeo trusses In scold toppling .rA dat,tWoing. It.. aopc—ts-t of e=U,n of tresses sh.lI be under the a tml 4 persons mperleneed In if Wlallatfon of trussn. Professlonal add- shall be sought T needed. Concenbauon al "natrueuon bads greater than the destbn, bads shag not be applied to lntsses at any lbuc No body olher Ilan the wdghd rf the creel.- sln0 I.. appU^..I It, Irut nntll .11" all In.alcr,l„II and h-0.4 is ctnnpklcd. HIP GIRDER 2x OF WO: HIPDETAIL TI: HIP BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SI-nRTEN ' OSB' NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES w/ @ 12" ON CEN. STAGGERED PRE-ENG'D 1-RUSS TOP WALL OF BUILDING TYPICAL BLOCKING I4 0R SHEATHING ON STEP HIPS ARNIING: READ ALL NOTES ON THIS SHEET. Fug- Job: W : HIPDETAI FMaronda Systems AA COPY OF 11-IIS DRAWING TO BE GIVEN TO ERECTING Dlvg: Truss ID: HIP CONTRACTOR. Dsgltt': UY Cbk: . Dole: 10-20:00 4005 MARONDA WAY BRACING WARNING: ?C Live 16.o ps[ Dutrac - Lbr: - 1.25 SANI FL. 32771 Bracing shown on this drawing Is nml rrecUon Inncl-9. wind bacing. N,,J.•d b.acdng nr sbdlar hracb,g nhlch b a put of the building deslgrt and .rl Jrh must be 'I'C Deal) %•O IJs j C DurFa�,' - P11: 1.25 (407) 321-0064 Fax (407) 321-3913 ' mnalderrd by the bnUding doipner. rh.cWg $hown is for 1a1rm1 support of buss manbars only' In reduce bncldhrg Intplh. rlortsfnns must be utade to nndar hies) ill: Live U.0 O.C. Spacing: 24.0m TOMAS PONCE P.E. LICENSE #0050068 btaclnF at ocJs and specUkd F,cauom de4rrnlnel Iry Um buUdbtg dotgner. Add[Ituamlbraeb,�alwemerau.trveI.rem*yhetequbed. (.Sc IIU-91o(Trl). {truss Pile 13C Dead psr li1.0 Design Clilelia:lP1 )saes Dnnse�rono0a Cr._0VICMFI327ed Institute. Tp1. b located .1 583 D omJdo Dtl•� klaab trt tVlscrottalrt 5371v9. IJsf Code Dese: PofFn:'Afmrir rimlrliT JOB l 1111: fa)fF.-LOLUORSC..IJFf LJkltnut rot hat ILLJsf 550 29 DESIGN INFORMATION This design is for on Individual building component and has been traced on Information provided by the client. The designer disclaims any mSporulbdity, for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this information as it may relate to a spe. clfle project and accepts no responslbWly, - "emises no control with regard to fabAca- tin, handling, shipment and Wmllation of trusses. This Iruss has been dolgned as an individual building component In accordance with ANSI/'M 1-19M and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to re that sum the data shown are in agreement with the local building codes, kcal CWrotie records for wind or snow loads. project specillca0ons or special applied leads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botlam) are continu. ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a property applied r}gId ceding, they should be braced at a maxhnorm spacing of IO.O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653, Grade 40. unless other -Ise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify, that this dmwmg IS In conformance with the fabricators plans and to realize a continuing msponsfbdity for such vcri. 0cation. Any dbaepancles are to be put In writing before culling or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for light acting wood to wood tearing. Can - nectar plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym, about the joint unless otherwise shown. A 5x4 Plate is 5- wide x 4- kmg. A 6x6 plate is 6" wide x 8- king. Slots (holes) run parallel to the plate length Specified. Double cuts on web members shall meet at the eentroM of the webs unless otherwise shown. Connector plate Sixo are minimum sties lased on the forces shown and may need to be Increased for eertsm hand. Ling and/or erection stresses. This tuns is not to be fabricated with The retardant treated lumber unless otherwise shown. For additional Information on Quodty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed In accordance with 9fandling Installing It Bracblg-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnstallatkn to at -old damage. Temporary and permanent bmctng for holding busses In a straight and plumb pos- ason and for resbtmg lateral forces shad be designed and installed by others. Careful hand - UM is essential and erection bracing IS always required. Normal precautionary Scum for :noses requires such temporary bracing during nsUllatkn between trusses to avoid toppling Ind dominotng. The supervision of erection of russes $hall be under the control of persons �perfenad In the tnvtallaUon of trusses. Wesalonal advice shad be sought If needed. :oneenLmtkm of construction bads greater han the design loads shad not be applied to russes at any time. No bads other than the wighl of the ereelora shad be applied to ruses until after all fastening and bmcing a completed. .ru. _ncamrtAKt K J AU IU# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C4C, V- 125ngrh, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L--0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB = 1.15 WO: CHEK3 WE: This 4-PLY Hip Master designed to carry 11' 0" Jacks (alono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TCaBC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# -.TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED Q SXIO 4X6 4-4-8 0-6-6 83 3X4 F 5X6 Face = 0-2-8 3.00 I 0-8 .-BC ... FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 10X10 4660# 8.00" �+ �D Iy 18 17 1-0-0 (RO-10-10) 1 40-0-0 EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE55A Dit.OV1EDOAL32756 Design: Afardr Analysis 16 IIItHKNINIJ: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bhictng ch isShown on thb drawing is not erection bracing• wind bracing, portal bracing or similar bracing Part of the building design and widch must be considered by the building designer. Bmcing Shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmeing at ends and Specified locations determined by the building destgner. Additional bracing of the overall structure may be required. MCC I IIB-91 of TPI). (Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITE£-LOKVIOAfEDIR TI: A QTY:4 ____---__=====Joint Locations... 1) 0- 0- 0 2) 4- 9) 32- 8- 0 17) 20- 0- 0 2-14 3) 7- 4- 0 10) 35- 9- 2 18) 11) 40- 0- 0 19) IS- 9- 5 11- 4) 11- 6-11 12) 40- 0- 0 20) 6-11 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 7) 24- 14) 32- 1- 5 22) 0- 0- 0 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ----------- TOTAL DESIGN LOADS Uniform PLF From PLF-----To--- TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 TC Vert L+D -46 7- 4- 0 -23 32- 8- 0 32- 8- 0 BC Vert L+D -20 -46 0- 0- 0 -20 41- 0- 0 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 Concentrated 32- 8- 0 -20 40- 0- 0 BC Vert L+D LBS Location -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 0- 4- 0 4660 Hokiz Uplift Y-Loc Type 39- 8- 0 4660 0 -1621 BOT 0 -1621 BOT PIN H-ROLL T 0-6-6 4-2-6 Tr� 1 I 3.00 Face = 0-2-8 4660# 8.001, 1 1475# (RO-10-10) scale = 0.1595 Eng. Job: HEI Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 6-26-03 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf "TOTAL 33.0 usf uun-ac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: B ATY:1 DESIGN INFORMATION This design Is for an tndNMual budding component and has been based on lydar aatbn provided by the client. The designer dischd as any responam0uy, for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- tlBe project and accepts no responsibility or exerelsn no control with reganl to fabnm- tlon, handLtn$ shipment and Installation of trusses. This Irani has been deigned as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incarporated as part of the building deign by a Building Designer Iregtstered arcbnect or professional englnerA. When reviewed for approval by the ba0dbig designer. the deign loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local dl matlo records for wind or anow loads. pm)eet apecdkaU- or ep..t l applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The deign assumes compression chords (top or bottom) are uvntinu- ou, y braced by sheathing miles otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0- o.c Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertty, that this drawing Is in confonrance with the fabricators pins and to nmllm a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Piste shall not be installed over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tams with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 50 plate b 5" wide x 4' king. A 6x8 plate is B' wide x S' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members eha0 meet at the eantmid of the weld unless otherwise shown. Connector plate sizes are minimum size based on the forces shown and nay need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with are retardant treated lumber unless otherwise shown. For addith ml informallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AS bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bmcbif. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtnllatlon to avoid damage. Temporary and pen nanent bracing for holding trusses in a straight and plumb pas- ttton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always requlrrd. Normal precoutio ary action for trusses requires such temporary bracing during installation betweenn teases to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of uuases. Professional advice shall be sought 0 needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS= 2x6 SP 42 BOT CHORDS: 2x6 SP #2 WEBS 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the cociposite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DBFLSCTIONt L/950 at JOINT # 4 L--0.49" D--0.50" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 T s-o-s 0." �TT I ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MOST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/30x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WadLod per ASCE 7-98, C6,C, V- 125=ph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Bzt- 1.0 Bld Type. Encl L- 58.0 ft w- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI-BC...FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 .. ;;..--..Joint Locations--- 1) 0- 0- 0 5) 31- 4- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-31-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAR. REACTIONS PER BEARING LOC)\TION----- X-Los Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 2366 ' 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCMDULE: Support 1 988# Support 2 1007# 8-8-0 22-8-0 8-" I a 3 4 0 6X8 4X6 8X10 6X8 0 3 lD 1 0-" 4-10.6 Face = 0-2-8 3.00 I1 3 00 Face = 0-2-8 0-8 8-3-11 22-0-10 8-3-11 1 11 10 9 7 1366# 8.00" 13661p 8.00"U_U1-0-0(RO-110-10) I �e 40 0-0 1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 (Ro-10-10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEKS- Mjaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SA N FORD, FL. 32771 321-0064 Bracing shown an this drawing Is not erection bracing, wind bracing, portal bracing or sindLuv bracing which is a part of the building deign and which must be considered by the building designer. Bracing b for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C.Spacing: sing: 24.0" (407) Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must be pSCp TOMAS PONCE P.E. mdet� lateml bracing at ends and sp ellled locations determtned by the budding designer. ct ng of the overall structure may be requited. (See HIB-9l of TPO. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onofilo Drive. Madison. Wisconsin 53719). Code Dese: 1005 VANNESM DROVIEDOSI_327GS TOTAL 33.0 psi V:09.05.02- 21644- ' -.a... ......... 1.1-11., con rnrn: a.:ucca.vn unvmrLrrt HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual butldtng component and has been based on Information provlded by the client. The designer dachmas any responsibility for damage as a result of faulty or Incorrect information. specdiafioria and/or designs fundshed to the thus designer by the client and the correctness or accuracy of tits information as It may roLate to a spe. clfic project and accepts no responsibility or meioses no control with regard to Fab. ta- tian, handling. shipment and Installation of trusses. This ttuas has been designed as an brdlvidual building component In accordance west ANSI/TP1 1-190 and NDS•97 to be incorporated m part of the building design by a Building Designer Degstcmd architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the kcal building codes, local Ahnatic records for wind or snow loads, project specifications or special applied Inds. Unless storm, truss has not been designed for storage or occupancy bads. The design assumes compnaslon lords (top or bottom) are confinu- wuly braced by sheathing unity otherwise specified. Where bottorn chords In tension are not fully braced laterally by a property applied rtg1d ceghtg. they should be braced at a maximum spacing of I V-0' o.e connector plates shag be manufactured from 20 gauge hot dipped gth-Antzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlators plans and to calhe a continuing responsibility far such verl- Motlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gmin. Members shall be cut for tight fitting wood to wood bearing. Can- nector piites shall be located on both faces of the truss; with nulls fully imbedded and shall be sym. about the Joint unless otherwise shown. A SO plate Is 5' wide x 4' brig. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the webs unless o:herwix shown. Connector plate sizes are mtnhnum sizes based an the form shown and may need to be increased for certain hand - Ling and/or erection strwo. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with 'Handling [=failing Q Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundhog, delivery and installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos- man and for resisting latent forces shall be designed and tnstatted by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topplingand dommantg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. ConcenGntbn of construction Inds greater than the design lads shag not be applied to trusses at any thne. No Inds other than the weight of the erecturs shag be applied to trusses until after all fastening and bmemg is _Pkid. d. JB: CHESAPEAKE K 3 AC: 10# UPLIF TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCH 7-98, CdC, V- 125niph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L- 58.0 ft W- 40.0 ft Truss in INP zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L--1.09" D- 0.45" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTICN- T. 0.53" RMB - 1.15 T 5--0-8 0-6-6 �L WO: WE: MULTIPLE LOADS -- This design is the coaposite result of Multiple loads. All CXWRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WRBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-3.1 6040 0.46 3-PLYS REQUIRED B I ATY:3 .......... ..Joint Locations.=.......... ............. � 1)0 0- 0 8) 31- 4- 0 15) 20- 8-0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-21 3) 8- 8- 0 10) 40- 0- 0 17) 31= 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-n 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 8-8-0 22-8-0k 8-8-0 1 2 4 5 6 7 9 1 8X10 3X6 6X8 Face = 04% 3 001 -2-0 0-8 1OX10 6X8 8X10 T 0-6fi 44" TT� 1 I -3.00 Face = 0-2-8 8-5-11 21-8-10 8-5-11 i21 19 18 17 16 15 14 1 12 1 2657# 8.00" 2334# 8.00" 4 �1-0�0 CdW; (12) 2X4 866# 1394# l (110-10-10) EXCEPT AS SHOWN PLATES ARE TLZO GA TEkD PER ANSL/TPI 1-1995 scale = 0.1595 Maronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE59A DR.OVIEDOXI-32766 YYAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmetng shown an this drawing ts not erection bracing. wind bracing, portal bracing or similar bracing which ts a pant of the building design and which must be considered by the building designer. Bmcmg shown h for Lateral support of thus members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations defermirted by the Dugdlng designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. rrruss Nate Institute. TN. Is bated at 583 D'Onofrb Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 DWg: Truss ID: B1 Dsgnr: TLY Chic: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 nsf v-no nf: n,3_ 31 AAA HCS: 08.20.02 DESIGN INFORMATION This design is for an mdMdual building component and has been based on Inforn atlon ptovlded by the diem The designer dbetah s any reponsmdtty for damage rs a result of faulty or incorrect. Worihatbn. specifications arid/or designs furnished to the truss deslFjter by the client and the correctness or accuracy of this Information W it may relate to a spe- eme project and accepts no responsmdity or exetdan no control wttln regard to fabrka- tlon, handling, shipment and installation of trusses. This tress has been designed as an Individual building component in accordance writ ANSIfM 1-ISM and NDS.97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bu9ding designer. the design loadinp shown must be checked to be sure that the data shown are In agreement with the local building codes. I.. c"roolle records for wind or si now. bads, project specifications or special applied lords. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords Imp or bosom) are conth u- ously braced fry sheathing unless otherwise specified. Where bottom chords In tension are not fully braced leterafiy by a p-petty applied rigid ceiling, they should be braced at a mwdm= spacing of l0'-0' o.e Connector plate shall be manufactured from 20 &tulle hot dipped galvanlud steel meeting AMM A 653, Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing is in tonformanm with the fabrfmtoes plus and to realtrs a continuing responsibWty for such veri- Ocotbn. Any discrepancies one to be put in wriling before cutting or fabrtmllon. Plate shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood )rearing. Con- nector plates shall be looted on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate is S' wile x 4- long. A US plate is 6' wile x Ir king. Slots (hoks) nor parallel to the plate length specified. Douhk cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate at= or are mbnbnn sto" based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This trims Is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'M 1-19M PRECAUTIONARY NOTES All bracbig and erection rccc nendaui are to be followed in accordance with -Handling Installing a Bracing". RIB-9 1. Trusses are to be handled with particular count during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmctng for hoidtng trusses in a straight and pliant, pos- Ulan and for resisting lateral form shah be designed and installed by others. Careful hand- ling Is essential and erection btnctng is always required. Normal precautionary action for iruases Mqutrcs such temporary bractng during installation between trcuses to avoid toppWg and donWnoting. The supervision of erection of trusses shall be under the control of persons experienced in the trstallatlon of trusses. Professional advice shall be sought U needed. Concentration of construction bads greater than the design Inds shall not be applied to trusses at arty thine. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBSt 2x4 SP #3 2x4 SP #2 2.4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAR LIVE LOAD DEFLECTION: L/999 L.-0.42" D--0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEPLECPIONt T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22- RMB - 1.15 T CHEK3 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3ax 0.120" nails spaced 81 o.c Brace mast extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V- 125mph, R. 15.0 ft, I. 1.00, Ebcp.Cat. B, Rzt. 1.0 Bld Type- Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 1C...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C ATYA ----------Joint Locations ............... 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-1. 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---MAR. REACTIONS PER BEARING LOCATION----- R-Lac Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT R-ROLL PROVIDE UPLIFT CONVECTION PER SCBBDULE: Support 1 992# Support 2 1011# 10-0-0 20-0-0 1040-0 1 3 F6.00 6X8 8X10 6YR Face = 0-21% - 3.,32-24 -0{ bA0 ( 3.00 Face T 5-" 0-6-6 1TT I 0-2-8 9-7-11 194-10 9-7-11 1 g 1366A 8.00" G 1366# 8.00" 1-0, -0�� °� 40-0-0 �-� Cd�{)IE`I;) PLA (12) 2X4 I (Ra10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ry0050068 1005 VANNE33A DROVIEDOXI-32706 Design: Mmrir Analysis WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing b not erection bracing, wind bmeblg, portal bracing or shnllmr bracing which Is a part of the build" design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPB. frruss Plate Institute. TPI, b located at 5113 D'Onofrio Drtve. Madison. Wisconsin 53719). !OR PA771: CATEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Ctdt: WO; Truss ID: C Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead to-o psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21647- ; HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: C1 ATY:1 DESIGN INFORMATION This design 13for anindividual building TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 ® Continuous lateral bracing attached to ..............Joint Locations............... component and has been based on information WEBSs 2x4 SP #3 either edge of web(s) shown. Bracing MUSE be positioned t0 po equal 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 anyprovided n the dent The designer result any resporsIDtllty for damages os a route of or 2x4 SP #2 2, 4 provide unbraced segments OR 2x4 T-brace nailed flat t0 edge 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 faulty or Incorrect information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.1.200 nails spaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0 and/ardesigns furnished to the trussdoig.- by the client and the correctness or accuracy ccuposite result of lmsltiple loads. All COMPRESSION Chords are assured to be Brace must extend at least 90% of web length 2x6 ----MAR. REACTIONS PER BEARING LOCATION ----- of thistnforraation- amayrelatetoeape- continuously braced unless noted otherwise. Brace required on any web over 141-0" . WndLOd per ASCE 7-98, C&C, V- 125uph, X-Lod Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 edfle project and accepts no responsibility or exectsnnornnwtwitere�rdwtabrto- MAX LIVE LOAD DEPLECTIONs L / H- 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 58 -992 BOT PIN 39- 8- 0 2365 0 -103.1 BOT H-ROLL tlon. handling, shipment and installation of busses. This has L--0.42" D--0.44" T--0.86" Bid Type- Encl L- 58.0 ft W- 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULES truss been designed v an in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 992# individual building component in accordance with ANSI/TPI MAX HORIZONTAL TOTAL TOAD DEFLECTION: Iupact Resistant Covering and/or Glazing Req Support 2 loll# 1-IM and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or profesabnai T- 0.44' MAX HORIZONTAL LIVE LOAD DEFLECTION: ..' • • • FORCE ... CSI --BC ... FORCE ... CSI engtneerl. When reviewed for approval by the . T0.22" 1- 2 -4019 0.55 10- 9 3615 0.72 building dmigner.the design lo➢dingsshown j - 1.15 2- 3 -4925 0.57 9- 8 3597 0.64 must be checked to be sure that the data showy 3- 4 -4925 0.57 8- 7 3596 0.64 are In agreement with the local building codes. local climatic records for wind or snow loads. 4- 5 -4018 0.56 7- 6 3614 0.72 project specifications or special applied (cods. Unless shown. truss has not been designed for storage or occupancy loads. The design assumhes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celling, they should be braced at a maximum spacing of 19-T c.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that lib drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of to mass with nano fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wile x 4' long. A 6x8 plate is 6' wide x Be long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate afro are minimum elves based on the force shown and may need to be increased for certain hand. ling and/or erection stresses. This true b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guanty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed in accordance with 'Handling installing A Bractar. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing far holding onuses In a straight and plumb pos- nlon and for resisting lateral forces shah be designed and installed by others. Careful hand- Wg is caae lal and erd:Uon bracing Is always required. Normal precautionary action for tosses requires such temporary bracing during installation between trusses to avoid toppling and dominating. The supervision of erection of trusses shall be under the control of persons experienced mum btstnnatlon of tosses. Professional advice shall be sought If needed. concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No loads other than the welgjht of the erectors shall be applied to troves until alter all fastening and bracing is completed. T Face = 0-8 10-0-0 20-0-0 10-0-0 11 3 Q 6X8 8X10 6X8 0-2*-3 0V I2-0 --41 DAD 13.00 Face = 0-2-8 T 9-7-11 194-10 9-7-11 11 8 1366# 8.0011 1366# 8.00" 40-041 �1-0�0 Cdg") S (12) 2X4 (I RO-10-10) EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VM(NESSA DP OVIEDO.(L527ne WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bmeing shown Is for bteml support of tow members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building deslgner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wbconsm 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: C1 Dsgnr: TLY Chet: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live o.o par O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05,02- 21648- +vo r.r.,,. e..-see-wnVrvmrinrt HCS. 08.20.02 JB: CHESAPEAKE K 3 AC: IN UPLIFT D.L. WO: WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client- The designer disclaims any responslblLty ror damages as a -null of faulty or inwrrect Information. specifications and/or designs furnished to the tress designer by the client and the conect ness or accuracy of this mfort atlmn as It may relate to a spe- d9c protect and accepts no responsUBLy or uerebn no control wish regprd to fato - Uon. hardlti:g shipment and installation of trusso. 'Rns truss has been designed as an brdlvi dual building component in accordance with ANSI/'M 1-19M and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, toss has not been designed for storage or occupancy Inds. The design assumes Co npresslon chords imp or bouam) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realtze a continuing responsibility far such very flcatlon. Any discrepancies are to be put in wnttng before cutting or fabrfcatl"n. Rates shall not be bsiallm over knotholes, knots or distorted grain. Members shall be cut for light Ming wood to wood bearing. Con- nedor plates shall be located on both fan of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 8x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts om web members shall meet at the mrtrofd of the webs unless otherwise shown. Connector plate size are mimanum atzes bused an the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated hanber unless otherwise shown. For additional information an Quality Control refer to ANSI/TPi 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing Q Bracing', 1-118-91. Trusses are to be handled with partkviar cue during bonding and bundling, delivery and twulhumn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for misting lateral forces shalt be designed and Wtalled by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requ lm such temporary bracing during installation between trusses to avoid toppling and dommaing. The supervision of erection of busses shall be under the control of persons experienced In the installation of [ruses. Professional advice shall be sought if needed Concentmtlon of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors &hall be applied to trusses until after all (wtening and b." is completed. TOP CHORDS- 2x6 SP 0 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L--0.35" D--0.36" Tn-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1. 3-5 T 6-4-8 0-61-6 JL MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, Vo 125Mh, H- 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, HCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI f= 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.qq1 13-12 3584 0.71 �- 4 -4342 O.d5 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 TI: D ATY:2 --------------Joint Locations............... 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) il- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BUT H-ROLL 114-0 17-a-0 11-4-0 1 2 4 6 6 00 6X8 8X10 6X8 0 """ -- .1 5X6 Face = 0-i%- I 3.00 Face = 0-2-8 10-11-11 k16-8-10 10-11-11 Il 13 11 1 9 8 1366N 8.00" 1366N 8.00"1. _ CdM)A 40-0-0 (12) exit (Ro-10-10) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 �Mjaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: 'TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on lids drawing is not erection bracing, wind bracing, portal bracing or sbnihr bracing which is a port of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DUrFQC - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only only to reduce buckling length. Provislors must be BC Live 0.0 psf O.C.Spacing: 24.0" P g TO MAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the "werail structure may be tcqubed. lsee 111B-91 of TP9. BC Dead 10.0 psf eSI9 Design Criteria: TPI LICENSE #0050068 (11uss Plate institute, M. is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). Code Dese: 1005 VANNFSSA DRov1EDO,yL327W TOTAL 33.0 psf V:O21649- E - rnrnr HCS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D. WO: WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the diem The designer disclaim any responslbmty for damages ns a result of faulty or incorrect bdonnntlon. specifications and/or designs furnished to the tr designer by the client and the correctness or accuracy - of this information as It may relate to a spe- etfic project and accepts no responsibility m ecembes no control with regard to fabrtra- tlm handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance will ANSI/TPI I.19%and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect m professional engineerl. When reviewed for approval by the building designer. the deign loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local egroatic records for wind " snow loads. project specifics dons or special applied loads. Unless shown, truss has not been deigned for storage or occupancy loads. The deign assume compression chords (top m bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chards in lenslon are not fully braced laterally by a properly applied rigid ce0ing• they should be braced at a maximum spa" of lOr4r o.c Connector plates shall be manufactured from 20 gauge hot dipped gnlvanared steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall review this drawing to verify that this dmwMg is in corifarmanm with the fabntcatofa plans and to realise a continuing responsibility for such verl- fleatmn. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both face of the tress with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate b 5"wide x V long. A sail plate is Er wide x 8• long. Slots (holes) rim parallel to the plate length specified. Double cub on web members shall meet at the centmid of the webs unless otherwise shown. Connect- plate at= are rnlntre num sixes based on m the forshown and may need to be mvcved for certain hand - Rog and/or erection stresses. This truss is not to to fabricated with fire retardant treated lumber unless otherwise shown. For addluoual taformallon on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing R Bracing'. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding to in a straight and plumb pos- Itton and for resisting lateral font shall be designed and Installed by others. Careful hand- Itng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between truss" to avoid toppling and dommotng. The supervision of erection of trusses shall be under the control of persons experienced in the trstallattan of trusses. Rofess anal advice shall be sought If needed Concentration of construction Inds greater than the design loads shrill not be applied to trusses at any time. No loads other than the wool of the erectors shag be applied to trusses until after all fmtening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHSDOLS: Support 1 974# Support 2 1008# MAX LIVE r.OAD DEFLECTION: L/999 Le,-0.320 D--0.33" T.-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB . 1.15 7-0-8 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125aph, H- 15.0 ft, I. 1.00, ExP.Cat. B, Rzt- 1.0 Bld Type- Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-1.1 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 TI: E QTY:2 ------- =.-- --- Joint Locations- ............ 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-3.1-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 q 6 6X8 3X4 ' 6X8 Face = 04t- 12jlQq J �{ 0-8 DAa 6-10-6 0-6-6 TT� I 3.00 Face = 0-2-8 12-3-11 k144)-10 12-3-11 16 9 1366# 8.00" 13 11 1 1366# 18.00" 40-0-0 1-0-0 C(IAA (12) 2X4 1 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI TP1 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10M VANNE9.9A DROVIEDOX1.32700 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing Is not erection bmcng. wind bmdji& portal bracing m strNfar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of irus, members only to reduce buckling length. Provisions must be made to anchor lateral bmring at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Russ Plate institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: E Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: - 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead to.o psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21650- 1 + - +vn ,n. n. c.-mr rc•wnrnvmunrt HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPUFT D.l. WO: CHEK3 WE: TI: F 6UY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the ......°..._._.Joint Locations ............. Tbls design is for an individual building has been based BUT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 component and on bdonnatlon p:waedbythe client. The designer disclamu WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 any nespansm8tty for damages - . result of 2x4 SP #2 2,4,6,8 continuous) braced unless noted otherwise. Y 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty or Incorrect mform.uon.spcc l=Ua- WndLod per ASCS 7-98, C&C, V- 125mph, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client accuracy ofthis tnformstmn as a may relate to a spe- Support 1 973# Support 2 1007# Bid Type. Easel L- 58.0 ft W- 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- cdlo prgcct and accepts no responsibdny or erects- no control with regard to fabrtco- MAX LIVE LOAD DHFLECTIONr in INT zone, TCDL= 4.2 psf, BCDL- 6. 0 P psf Impact Resistant Covering and/or Glazing Req x-Loc Vert 0- 4- 0 1365 Horiz Uplift Y-Los Type lion. hend.'shpment L/999 94 -973 DOT PIN and wtallatton of trusses. This truss has been designed asan L=-0.30" D--0.31" T--0.61" ..TC,... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 1365 0 -1007 BOT H-ROLL individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1= 2 -4036 0.47 14-13 3627 0.80 ANSIrM 1-1995 and NDS-97 to be bmuporated T. 0.42 • a- 3 -3545 0.43 13-12 3656 0.68 as part of thebuaemgdesignby.Buueb„g Designer (registered architect or professlonai HORIZONTAL HORITAL LIVE LOAD DEFLECTION: 3= 4 -3503 6.13 12-11 3195 0.48 engmeerl. when reviewed for approval by the T- 0.21" 4- 5 -3503 0.33 11-10 3195 0.48 building designer. the design Iosdtrnp shown g a 1.15 5- 6 -3544 0.44 10- 9 3656 0.68 must be checked to be sure that the data shown 6- 7 -4036 0.48 9- 8 3626 0.80 am in agreement with the local building codes. local loclimatic records for wind or snow loads. project speci0caUmts or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assume compression chords (top or bottom) are ecrunu- . oust' braced by sheathing unless otherwise spedned. Where bottom chords In tension are not fully braced laterally by a properly applied rigid mdLn& they should be braced at a maximum spacing of 1or-T o.e. Connector plates shall be manufactured from 20 puge hot dipped galvanised steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertly that this drawing is in conformance with the fabricators plans and to realize a coatinuing R3pan]mility for such ver- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be wtaned over knotholes. knots or distorted grain. Members shall be cut for tlgpt fitting woad to woad heart& Can. nectar plates shall be located on both faros of the truss with nalls fully imbedded and shall be sym. about the)otnt unless otherwise shown. A 5x4 plate is W wide x 4- long. A 6x8 plate is Cr wide x 117 {Ong. Sots (hodrs) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate alzes are minimum at= based on the fames shown and may need to be increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with floe retardant treated lumber unless otherwise shown. For addlIkmal information on Quality Control refer to ANSIfM IAW5 PRECAUTIONARY NOTES All bracing and credlon recommendations am to be followed in accordance with -Handling Instagtrag A Bmdnf. NIB-91. Trusses arc to be handled with particular oars duMV banatng and bundling, delivery and wtallation to avoid damage. Temporary and perrrcnent bracing for holding trusses in a straight and plumb pos- Mien and for resisting Lateral forces shall be designed and installed by others. Careful hand. wg is essential and erection bracing is always required Normal precautionary action for trusses requtres such temporary bracing during tee allallon between trusses to avoid toppling and domtrroing. The supervision of erection of truss° shall be under the control of persons experienced In the wmllation of trussm. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the wetght of the erectors shall be applied to trusses until after all fastening and bracing is completed. 14-0-0 12-0-0 14-0-0 1 2 4 6 6X8 3X4 6X8 Face = 0-h%- 12-23000 1-0-1 JAO 1 3.00 Face = 0-2-8 11 13-7-11 114-10 13-7-11 13 1 11 1 9 g 1366# 8.00" 1366R 8.00" Cd�L. 40-"(12) A 2xa (Ralo-1o) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CH9K3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbc 1.25 SANFORD, FL. 32771 Bmcing shown on this drawl" b not erection bracing. wind bmrdn& ponnl bracing or son lar bracing which Is a par of the building design and which must be considered by the building designer. Bmctrng TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for hteml support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C.Spacing: 24.0" p 9 TOMAS PONCE P.E. made to anchor lateral bracing at ends and sp=Wed locations determined by the building designer. Additional bracing of the overall structure may be required. (see HIS-9I of TM. BC Dead lo.o psf Design Criteria: TPI 9 LICENSE #0050068 Tiaras Plate Institute. TPI. is located at 5M D'Onofrio Drove. Madison. Wisconsin 53719). Code Desc: 1005vANNESMORrnIEDo.FL3276e I TOTAL 33.0 psf I V'09.05.02- 21651 - ; -•o•- ... ,-..•.�-•, - rnrnr nitre°-WrtmDMWIn HCS. 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: G ATY:1 DESIGN INFORMATION This design is for an Individual bulldtng 'POP CHORDS: 2x6 SP #2 Bar CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the =_....... .....,Toint Locations ............... component and has been based on Information WEBS: 2X4 SP #3 cOHposite result of multiple loads. 1) 0- 0- 0 5) 31- 7-12 9) 24- 7- 8 pmmaedbythe client. The designer disclaims 2x4 SP #2 A11 COMPRRSSIOQQ Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 any responsibility for damage - a resultd 2,4,6 continuously braced unless noted otherwise. 3) IS- 0- 0 7) 40- 0- 0 11) e- 6- 8 faulty orincorre'tInformation. specifications WndLod per ASCB 7-98, C&C, V- 1253rQh, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 and/or designs furnished tothe trosadesigner bythe client and the correctness ataccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# H15.0 ft, I= 1.00, ExP.Cat. B, Rzt• 1.0 ----MAR. REACTIONS PER BEARING LOCATION----- of tow Information as a may relate to s spe- Support 2 1008# Bid Type- RaCl L- 58.0 ft W. 40.0 ft Truss in IITr zone, TCDL. 4.2 sf, BCD:= 6. 0 P X-Loe Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 cote pmject and accepts no responsibility or excesses no conI with repprd to fabrim- MAR LIVE LOAD DEFLECTION: L/999 , psf Fact Resistant Covering and/or Glazing Req 105 -970 Bar PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL Uon. handling, shipment and installation of trusses. This truss has been designed wan L.-0.28' D• 0.29' Te-0.57' ..TC... FORCE ... CSI :.BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1= 2 -4030 0.48 12-11 3623 0.79 ANSI/IPI 1-19%and NOS-97 to be incorporated as part of the building design by a Bundmg T. 0.42' Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1132 0.91 10-19 3130 0. 56 engineed. When reviewed for approval by the T= 0.20° 4- 5 -3451 0.41 9- 8 3645 0.66 building designer. the design loadings shown RP'ID 1.15 5- 6 -4029 0.50 8- 7 3622 0.79 must be checked to be sure that the data shown . are in agreement with the local building coder. local climatic records for wind or snow loads. project spMlkatiore or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compressfon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid wiling, they should be braced at a maximum spacing of Id-0' o.e Connector plates shall be inanufadmed frorn 20 gauge hot dipped gal centred steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realise a continuing responsibility for such verl. Ileatlom Any dba lxutcks are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for light fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 6' long. Slots (holm) run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwt3e shown. Connector plate abas are minimum sizes based an the forces sham and may need to be increased for certain hand- ling and/or ereetlon stresses. This truss is not to be fabrtmted with fire retardant treated hmaber unless otherwise shown. For additional information on Quality Control refer to ANSI/aPI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recomnendatlons are to be followed in accordance with'Handling Installing a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttiom and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing b always required. Normal precautionary action far trusae requires such temporary bracing during installation between trusses to avoid toppling and domtnotag. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed Concentmtbn of construction loads greater than the destgn Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastenang and bracing Is completed. 8-2-8 Ilk 15-0-0 k 104)-0 k 15-0-0 1 2 5 11 Face = 0.- 12-2-03 00 I� 6X8 6X8 5X6 I 3.00 Face ee 0-2-8 14-8-8 9-3-0 14-8-8 I 8.00" 11 1 8 1 1366# 8.00" �1366# L. cd9 ) 40-" Py.A t12� zxa EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 cRo-lo-lo> scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown an this drawing is no erection bmct ng, wind bracing, portal bracing or stmdbr bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Prmisions must be BC Live o.o psf O.C.Spacing: p eing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall struefmre may be require& ism HIB-9I of TPO. BC Dead 10.0 psf DeSI n Criteria: TPI 9 LICENSE #0050068 ntuas Rate institute. TR, islocated at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc:. 1005 VANNESSA DR0VMW.FL32766 TOTAL 33.0 psf V:09.05.02- 2 65 - t HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. CHEK3 DESIGN INFORMATION This design is for an individual building component and has been based on Iribrmatton provided by the client. The designer disclaim any responslbWty, for damage as a result of faulty or Incorrect tamonatbn, specifications and/or design furnished to the truss designer by the client and the eoneciness or accuracy of this Information as It may relate to a spe- cdk project and accepts no responslbilty or =embes no control Mth regard to fabna. Han. handling, shipment and installation of trusses. This truss has been designed as an individual building component to accordance with ANSI/TPI 1.1995 and NOS-97 to be tnewpomf as part of the building design by a Building Designer [registered uehitect or professional engineed. When reviewed for approval by the building designer, the design laadmgs shown must be checked to be sure that the data shown are in ag:eemu" with the local building coda, local eWoaBc records far wind or snow bads. project specifications or special applied bads. tlnl v shown, truss has not been designed for storage or oceupanty bads. The design assume compression chords (top or bottom) we continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eeBlng they should be booed at a maximum spacing of H74r o.e. Connector plates shall be mamufa to from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformanot with the fabricator's plus and to realise a contfiufng responsibility for such verl- ficrtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fain of the trim with nalis fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 8x8 plate is 6' wide x 8' long Slots (holes) nun parallel to the plate length spedlled. Double cuts on web members shall meet at the centroid of the webs unless otherwise abown. Connector plate sues are minimum stye m based on the forshown and may need to be ine:r,xd for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7W 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing R Bracing', HID-91. Trusses are to be handled wfih particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral form shall be designed and installed by others. Careful hand - Unit is essential and erection bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during installation between tomes to avoid toppling and dared oing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Prufenkmal advice shag be sought B needed Concentration of construction Inds greater than the design loads shall not be applied to trusses at time. tNo loads other than the weight of the erectors shall be applied to trusses until after all fulening and bracing is completed TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDSs 2x6' SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125111ph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L- 58.0 ft W. 20.0 ft Truss in In zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIONt L/999 L--0.06" D.-0.06" T.-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.02" RMB - 1.00 0-6-6 I MULTIPLE LOADS -- This design is the composite result of imatiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# .TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -2367 0.50 10- 9 2054 0.55 2- 3 -2302 0.34 9- 8 2033 0.48 3- 4 -2065 0.49 8- 7 2036 0.54 4- 5 -2283 0.34 5- 6 -2348 0.51 Ti: H ATY:1 ------------==Joint Locations.. ............. 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLL 7-0-0 kIlk 6-0-0 1 2 5 6.00 0 5X10 6X8 2X4 2X4 4-0-6 0-6-6 SX6 8X10 3X8 5X6 I I 20-0-0 10 9 g 11 1381# 8.00" 1368# 8.00" 1-1-9 20-0-0 1-1-9 (R11.7) I 430# 4309 �(R1-1-7) EXCEPT AS SHOWN PLATES ARE T120 GA TESTEDP ANSI/TPI 1-1995 scale = 0.3010 Maronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAKNESSA DROVIEDOX1.32766 n-''--. 11- '--`'-'- 11YHKNII44i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the building dmigner. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anehcr lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (buss Plate Institute, TPI, is looted at 583 D'Onafrb Drtve Madison, Wisconsin 53719). Eng. Job: , Dwg: Truss ID: H Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 osr v-no nr n,)_ 9T AlZA_ f HCS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: U" DESIGN INFORMATION This deslgn Is for an Indlvldual building component and has been based on Information provided by the client The designer disdains any roponslbntty for damage as a result of faulty or m Incorrect tnf tlon. speclllcollons de signs eigns furnished to the truss designer by the client and the correctness or accuracy of this wannation as It may relate to a spe- clflc project and accepts no responsibility w exerebe no control with regard to r■Drla- Lion. handiing, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1-1995 and NDS•97 to be Incorporated as part of the bulking deign by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown ate in agreement with the local building codes, local climatic records for wind m snow lends. project specifications or special applied leads. Unless shown, truss has not been designed for at=& or occupancy loads. The design asmmnes compressbn chords (top or bottom) are cortunu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceiling, they should be braced at a maximum spacing of I O'-0- o.c. Connector plates shall be manufactured frorn 20 gauge hot dipped ph—U zd steel meeting ASTM A 659, Grade 40. unless otherwise shown. FABRICATION NOTES TOP CHORDS: 2x4 SP #2 BDT CHORDS. 2x4 SP #2 WEDS: 2x4 SP #3 WEDGES r 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 L.-0.04" D=-0.04" T.-0.07" MAX HORIZONTAL TOTAL LOAD DEFL>C.TI@Lt T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in condortmnce with the fabricator's plans and to remlUe a conU nutng responsibility for such verl- fkvtion. Any discrepancies are to be put in writing before cutting or fabrication. Plats shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light filling wood to wood hearing. Con- nector plates shall be k..a d on both face of the truss with .alb fully imbedded and shall be 5.3-15 gym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A axe plate Is 9' wide x 8' long. Slots (noks) run parallel to the plate length specdned. Double Nts on web 0-"members shall meet at the eentrold of the webs unkss otherwise shown. Connector plate stun are nandmum sizes based on the forces shown and my need to be Increased for certain hand- ling and/or erection stresses. 'Mb truss b not to be fabri-ted with Are retardant treated lumber uotherwise shown. For additional Inforinatlon on Quality Control refer to ANSIrm 1.19M PRECAUTIONARY NOTES AO bracing and erection reeaaunendattons are to be followed In accordance with'Handltng installing A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid darmge Temporary and pernanent bracing for holding trusses in a straight and plumb Pas' Rion and for reststing lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domfnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice *hall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, G&C, V. 125irph, H15.0 ft, I- 1.00, Exp-Cat. B, Xzt- 1.0 Bid Type. Encl L- 58.0 ft W. 20.0 ft Truss in INr zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI -BC ... FORCE ... CSI 1- Z -973 0.27 10- 9 826 0.40 2- 3 -191 0.23 9- 8 665 0.25 3- 4 -661 0.16 8- 7 825 0.40 4- 5 -787 0.24 5- 6 -972 0.30 TI: I ATY:1 -------------- Joint Locations ........ =...... 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 31- 0- 0 ---MAR. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 31 -547 DOT PIN 19- 8- 0 659 0 -496 BAIT H-ROLL 0-0 k 2-0-0 Ilk 1 2 5 0 4X8 4X6 oAa jAa 712# 8.00" 1le 20-0-0 (Rl-1-i) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAKNL53A DMOVIEDOXI-32766 0-6-6 SX6 T 660t 8.00" T l scale = 0.3171 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmilar bra" TC Dead 7.0 psf DurFae -Pit: 1.25 which Is a part of the building design and which must be considered by the building designer. Bracing sham Is for Lateral support of truss members only to reduce buckling length. Provisions must be BC lAve 0.0 psf O.C, Spacing: 24.0" P 9 made to anchor lateral bmcbng at ends and specified locations determined by the budding dealper. Additional bmctng of the overa9 structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI 9 rr) Plate Institute, TPI, b located al 583 D'Onofrto Drtve, Madbon, wismmin 53719). Code Dese: TOTAL 33.0 psf V:09.05.02- 21655- 1 ........ •­ '_ ..•-7,., ivn rnrn: t.:11=-.VA1HUMW1t( HCS: 08.20.02 DESIGN INFORMATION This design is for an IndMduN building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faultycr incorrect tnformallon. specl9mtlons and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsm0ity or exoches no control with regard to fabrta. lion, handling, 6htpmcnt and installation of trusses. This truss has been designed as an individual building c®ponent in accordance with ANSI/TPI 1-1995 and NDS-97 to be tncorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shorn must be checked to be sure that the data shown are In agreement with the local building codes. lost cimratic reeuds for wind or srnow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are canunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'4r o.c Connector plates shall be manufactured from 20 gauge hot dipped gaharrl:ed steel meeting ASTM A 653. Crade 40. unlns otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b 1n conformance with the fabricator's plus and to reailze a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed over knotholes. knits or distorted gram. Members shall be cut for light (flung wood to wood bearing. Con. nector plates shall be baled on both fain of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise sham. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate is 8' wide x 8' long. Slots Qudca) run parallel to the plate length specified. Double cuts on web members stall meet at the centrold of the webs unless otherwise shown. Connector plate sin are minimum aces based on the forces shown and may need m be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with hies retardant treated lumber unless otherwise shown. For additional information on guality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatbrs are to be followed in accordance with -Handling Installing a BmcmQ'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary, and permanent bracing ("holding trusses in a straight and plumb pos- tlion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loods grater than the design lads shag not be applied to trusses at any time No bads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10#UPLIFT D.l. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONVECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE WAD DEFLECTIONt L/999 L.-0.04" D.-0.04" T.-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB . 1.15 5-9-15 0-6-6 I WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C14C, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Rzt• 1.0 Bld Type. Encl L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CST ..BC ... FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 TI: J ATY:3 --irr-----Joint Locations.= ............. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 --MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 60 -532 BOT PIN 19- 8- 0 711 0 -566 BOT H-ROLL 1 2 4 5 0 0 4X6 1 I _ 20-0-0 8 7 712N 8.00" 71214 8.00" 1it 7 --� le 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNLS9A DROVIP.DO.Pt.32766 0-6-6 4 T 1 119 1 scale = 0.3010 VVF11UV1r4%i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: J CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or smm0ar bm" which Is a part of the building design and which must be considered by the building designer. Bmctng TC Dead 7.0 psr DurFae - PIt: 1.25 shown la for s lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" P g made to anchor lateral bracing at ends and specified locations determined by the building designer- Additional bracing of the overall structure may be required. (See HIB-9I of M. BC Dead LU.O f Ps Design Criteria: TPI lT uss Nate Institute. TPI, is baled at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: TOTAL 33.0 psf I V:09.05 02- 2 656- 1 HCS: 08.20.02 DESIGN INFORMATION Thls design is for an Individual building component and has been based on information provided by the client- The designer disclaar.- any responsibility for damages as a result of faulty or Incorrect mformalbn, speelfkatbna and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Informalion as it may relate to a spe- citb project and accepts no responsibility or exercises no control with regard to fabrfet- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSIr M 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer tnegtstered architect or professb"ai enghmer►. When reviewed for approval by the bu8ding designer, the design londmp shown must be checked to be sure that the data shown are In agreement with the local building codes. bad clhnatb retvrds for wind or snoar Inds. project specifications or special applied loads. Unless shown. truss, has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) ate continu- ously braced by sheathing unless otherwise specified. When bottom chords In tension are not fully braced laterally by ■ properly applied rigid ceiling they should be braced at a maximum spacing of ID-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance wlth the fabricator's plans and to realize a continuing responsbWty for such verl- fl ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with Falls fug Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 8' wife x it long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shall meet at the cent—W or the webs unless otherwise shown. Connector plate sties sre minJmum sties based on the form shown and may need to be increased for certain hand- Img and/or erection stresses. This thus is not to be fabricated with the retardant treated lumber unless otherwise shown. Tor additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with 'Handitng Installing d Brach. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Won and for resisting lateral form stall be designed and installed by others. Careful hand- Ibig is essential and erection bracing is always requited. Normal preauthmary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling nm and dobromg. The supervision of eretdlon of trusses stall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D.-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB a 1.15 5-9-15 0-6.6 WO: CHEK3 MULTIPLE LOADS -- This design is the cosgx7site result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. WndLod per ASCE 7-98, C&C, Vw 125uph, H- 15.0 ft, I= 1.00, Eap.Cat. B, Rat. 1.0 Bld Type- Encl L. 58.0 ft W. 19.5 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf lapact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI ..BC ... FORCE...CSI 1= 2 -947 0.26 8- 7 801 0.46 2- 3 -737 0.22 7- 6 749 0.45 3- 4 -746 6.27 4- 5 61 0.20 TI: J 1 ATYA Oe=====-----•-Joint Locations ............... 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ----MAR. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BOT H-ROLL 1� 0 9-5-8 1 2 4 5 6 4X6 OAO 0-9-10 3X4 T M Ilk 19-5-8 I I 8 7 700# 8.00" 636f/ 3.50" 1--11- �1--7) e EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSLITPI 1-1991. Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIED0.1"L32768 Design: Matrix Andyrir 19-5-8 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing ar simllsr bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for latent support of truss members only to reduce buckling length. Provisions must be made to anchor Intend bracing at ends and specified bayou determined by the building designer. Additional bracing of the overall structure tray be required. (See HIB-9I of TPI). flhss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wtscotsm 53719). JOB PATH: CATF-F-LOKIHOMEDIR scale = 0.3254 Eng. Job: WO: CHFK3 Dwg: Truss ID: J1 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05 02- 21657- 1 HCS: 08.20.02 I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J3 ATY:1 DESIGN INFORMATION This deslgn is for an imlNldual building component and has been based on tnfo tkai provided by the client. The designer dsclahns any responsibility for damages as n result of faulty or ""T." Information. speet(Icalbns and/or designs furnished to the tam designer by the client and the correctness or amuaq Of this information as it may relate to a spe- cinc project and accepts no responsibility or exerches no control with regard to fabrlm- l1on, handling. shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/9Pl 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When reviewed fen approval by the building designer. the destgn loadirp shown must be checked to be sure that the data shwa are in agreement with the local building codes. 1=1 eltmatk records for wind or snow loads. pr Jecl speetlicalbns or epeetal applied loads, unless shown, thus has not been designed for storage or occupamy (cods. The design assumes compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by o properly applied rigid ceiling, they should be braced at a maximum spacing of I D'-08 o.e Connector plates shall be manufactured from 20 puge hot dipped plvanhed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES pilot to fabrication, the fabricator shall review this drawing to vcrtfy that this drawing is In conformance with the fabricators plans and to reaftm a continuing responsibility for such ved- ftcalbn. Any discrepancies are to be put in wrttmg before cutting or fabrication. plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut for light ailing wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Jobnt unless otherwise shown. A 5x4 plate is T wide x 4" long. A 6x8 plate ls 6' wile x it king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroki of the webs unless otherwise shown. Connector plate sizes are minimum sb cs based on the forces shown and may need to be increased for certain hand. ling and/or erection stress=. This truss is not to be fabricated with Ilse retardant treated limber unless otherwise shown. For additional information on Quality Control refer to ANSJrM I-1995 All bracing and erection recommendations are to be followed In accordance with "Handling Installing 8 Bracing'. HkB-91. Trusses are to be handled with particular cam during banding and bundling, delivery and bistaQation to avoid damage. Temporary and pemmnent bracing for holding trusses In a straight and plumb pas- Itlon and for resisting lateral forces shall be designed and tmta0ed by others. Careful hand- ling is essential and erection bracing is always n xpdred. Norval precautionary action for trusses requt es such temporary bracing during installation between trusses to avoid toppling and domtnamg. The supervision of erection of trossm shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bade greater than the design bads shall not be applied to trusses at any time. No loads other than the welg}n[ of the erectors shag be applied to trusses until after all fastening and bracing ts completed TOP CHORDS: 2x4 SP 112 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLKL 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T--0.15" MAX 130RIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te 0.03" RMB a 1.15 4-5-15 0-" 4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CEC, V- 125mph, H- 15.0 ft, I- 1.00, EV.Cat. B, Kzt. 1.0 Bld Type. Encl L- 58.0 ft W- 19.5 ft Truss in INT scone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg TC...FORCE...CSI 1- 2 -1753 0.33 2- 3 -1578 0.30 3- 4 -1383 0.31 4- 5 -3.383 0.30 BC...FORCE...CSI 9- 8 1553 0.34 8- 7 1454 0.37 7- 6 113 0.13 .........-Joint L,ocatioris............... -�1) 0- 0- 0 4) 13- 4-12 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BOT PIN 74-0 12-5-0 Ilk 1 2 4 5 0 3X6 4X8 2X4 6X8 3.00 I ill 6-11-12 11-9-12 7 702# 8.00" 645# 1.50" �11 19-5-8 La3-s 1 �xa3-s> EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3209 WAKIVIKU: READ All NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 — - LMaronda Systems )] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: J3 CONTRACTOR. BRACING WARNING: �: TLY Chk: Date: 4-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this dra" is not erection bracing, wind bracing, portal bracing or stmllar bracing which ts a put of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf BC Llve 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral s support of truss members only to reduce buckling length. Ravblons must be madeto arch lateral bra" at ends and specified locations determined by the building designer. Ad bracing of the overall structure may be required. (see H18-91 of TM. psf BC Dead lo.o psf Design Criteria: TPI g LICENSE #0050068 n'r ss Plate institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). COde Dese: 1005 VANNESSA DP-OVIEDO.FL32768 TOTAL 33.0 psf V:09.05.02- 21658- 1 .+ 's". mw,.0 n, .p. it/0 r'A111: 1.:11=_L.(/AV1(/MrU1K HCS. 08.20.02 DESIGN INFORMATION This design is for an mdtvtdual building component and has been based on information provided by the chenL The designer disclaims MY mponselmly for damages - a recruit or faulty or incorrect information4 specifications and/or designs furnished to the muss designer by the client and the correctness or accuracy of fhb information as It may relate to a spe- cific prged and accepts no responsibdity or exembes no central with regard to faints' tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance wfU ANSIM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer)• when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are is agreement with the local building codes. local cihnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.o. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A SM. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing N in cordormance u7th the fabrhaWfa pbvs and to realma canttnut"g rsponslbflityfor much vet. Motion. Any discrepancies are to be put in writing before eutu ng or fabrication. Plates shall not be i sWed over knotholes, knots or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fan of the toss with nails fully imbedded and shall be sym. about the pint unless otherwise shown. A 5z4 plate s 5' wide x 4' long. A Bx8 plate ts B' wide x 8' long. Sits (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sirs are minhnum slum based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retantant treated hvnbe unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- monn and for resfsttng lateral form shall be designed and bsta9ea by others. careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between anuses to avoid loppling and dommoog. The supervision of erection of moves shall be under the control of persons experienced in the installation of busses. Professional advice shall be sought if needed Concentration of construction loads greater than the design loads shag not be applied to trusses at arty time No loads other than the weight of the erectors shall be applied to tosses until after all fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES- 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 1076# MAX LIVE LOAD DEPLECTIONs L/999 L--0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 7-5-15 d WO: CHEK3 WE: (Is Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the collposite result of multiple loads. WndLod per ASCE 7-98, CEC, V- 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W- 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impadt Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI 1- 2 -37 0.12 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 BC ... FORCE...CSI 13-12 7 0.17 12-3.1 4 0.09 11-10 -323 0.11 10- 9 -430 0.17 9- 8 -174 0.10 8- 7 -170 0.10 TI: K QTY:3 --------------Joint Locations --------------- 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL 0 0 10.80 1 31 185A8.00" 12 11 1283.50" 1-19lo 20-8-0 COSMMb'AATES ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. D--' LICENSE #0050068 1005 VANNFSSA DRDVIEDD.PL32798 4X6 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the bufldhtg design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speeifled locations determined by the !wilding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). fhuss Plate institute. 7P1, is located at 583 Donofrio Drive. Madison. Wisconsin 53719). 4-2-6 0'6-6 T 1 Ij CHANT: 9-" 119 scale = 0.2803 Eng. Job: WO: CHFK3 Dwg: Truss ID: K Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DUrFOc - Lbr 1.25 TC Dead 7.0 psf Durfac -Pit: 1.25 BC Live 0.0 par O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: TOTAL 33.0 usr v•no nG no)_ o3iAao_ i HCS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: KI ATY:1 DESIGN INFORMATION This design is for an Individual building TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included --------------Joint Locations.-------..---- 1) 0- 0- 0 component and has been based on Information provided by the cuemt. The designer dlacbbas WEBS t 2x4 SP #3 with submittal, inspection, �Y peetltm, and/or 2) 4- 1- 0 5) 15- 4- 0 9) 11- 4- 0 6) 20- 8- 0 10) 8- 0- 0 anyresponsmmtyfwdamagesasaresuhot faulty or incorrect information. specifications WEDGES 2x4 SP #2 All COMPRESSION Chords are assumed to be fabrication documentation. MULTIPLE LOADS -- This design is the 3) 8- 4) 11- 0- 0 4- 0 7) 20- 8- 0 11) 0- 0- 0 8) 15- and/or designs furnished to the truss designer continuously braced unless noted otherwise. ecaliposite result of nultiple loads. ----MAX. 4- 0 REACTIONS PER HEARING LOCATION----- bythe client and the correctness or accuracy of this Information asItmayrelatetos.pe- PROVIDE UPLIFT C)NNECPION PER SCHEDULE: WhdLod per ASCH 7-98, C&C, V. 1.25mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 X-Loe 0- 4- 0 Vert Horiz Uplift Y-Loe Type c chic protect and accepts no responsibility or excmtsea no control with regard to fabrics- Support 1 56# Bld Type- Encl L. 58.0 ft W- 20.7 ft Truss 11- 6- 4 185 1282 181 -56 BOT PIN 0 -1127 BOT H-ROLL Lion. handling. shipment and Installation of Support 2 1127# in JN'f zone, TCDL= 4.2 psf, BCDL= 6.0 psf trusses. This tress has been designed as an MAR LIVE LOAD DEFLECTION: IiVact Resistant Covering /fir Glazing RCCj individual building component in accordance with L/999 ANSIfMI-19%and NDS-97to be Incorporated Les-0.08a D.-0.08a T.-0.16" -.TC... FORCE ... CSI FORCE CSI dry a Bulling as pan of the building tered architect or professional gstered Designer Ite 14AX HORIZONTAL TOTAL LOAD DEFLECTION: ..EC ... ... 1- 2 74 0.17 11-10 -18 0.18 enghnecri• When reviewed for approval by the T. 0.03" 2- 3 291 0.20 10- 9 -350 0.14 building designer, the design loadings shown MAX HORIZONTAL. LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.15 must be checked to be sure that the data shown T- 0.02" 4- 5 976 0.28 8- 7 -260 0.19 are In agreement with the kcal building codes, 5- 6 355 0.28 bat clbnntle records fw wind w snow Inds, RMB a 1.15 project specifications or special applied lads. Unlesa shave, truss has not been designed for storage or occupancy bads. The design assumes canpresslan chords (top or bottom are continu- ously braced by sheathtng unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied 11-4-0 44)-0 5-4-0 igid rceiling, they should be braced at a 1 2 mamnum spacing of Ia-0' o.e. Connector 3 6 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. r 66.00 -00-1 Grade 40, unless otherwise shown. 4X6 4X8 FABRICATION NOTES Prior to fabrication, the fabricator shah review this dmwng to verily that this drawing is In oanlornance with the fabnata's plane and to realize a continuing responsibility for such vert- 3X4 9cation. Any discrepancies are to be put in 3-2-6 writing before cutting or fabrication. 0-6-6 Plates shall be Installed over lin knots ordistt o wknotholes. gram. Members shall 0 be be cut ZZ for tight filling wood to wood bearing. Con- nector plates shall he bated on both faces of 6-$-15 2X4 the truss with Antis fatty imbedded and shall be 6X 2X4 sym. about the joint unless otherwise shown. A 5X6 5x4 plate is 5' wide x 4' long. A US plate is 6' wide x 8' long. Slots (holm run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs 0-6-6 3-" unless otherwise shown. Connector plate airs are nttnbnttm atres based on the farts shown and may need to be incased for certain hand - flog and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Pier additional 5X6 5X8 3-0-0 3-4-8 bnfonnatkn on Quality Control refer to ANSIrM 1-19% 10.80 I PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handang Installing 6 Bmdng'. HIB-91. Trusses are to be handled with particular are during banding and bundltra$ dehvery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb por Ulan and for resisting lateral fortes shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal preauthmary action for trusses requires such temporary bracing during Install atkn between tenses to avoid toppling and domnoing. The supervision of erec on of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design lads shag not be applied to trusses at any ttme. No bads other than the weight of the erectors shall be applied to truss- until after all fastening and bracing is completed. I 1 M 8-0-0 3-4-0 9-4-0 11 1 8 7 186# 8.00" 1282# 3.50" CANT: 940-0 1,"1"9 20-8-0 �1-1�-9 COSI�'EI�C/PLA (4) 2X4 I (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2922 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNeS.SA DP OVIEDO.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwng is not erection bracing, wind bmctng, portal bracing or sbnllar bracing which in a part of the bulldog design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling lengm. Provisions must be made to anchor Lateral bracing at ends and specified bastions determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of M. filuas Plate Institute. TPI• is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: KI Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21660- 1 �,.b... "'...... ...,..,,r, win rA/n: L:11cc-LVA1HUMW1K 11CS: 0&20.02 DESIGN INFORMATION lids design is for an Individual bu0dlq component a.nd has been based on infor atan provided by the client. The destgner disclaims any resporomWty for damage as a result of faulty or Incorrect Information. speclBmtions end/or designs furnished to the truss designer by the client and the correctness or accuracy of this bnfomation as It may relate to o spa ctflc protect and accepts no responsibility or exercises no control with regard to fabrics- tlon, handling, shipment and Installation of tense. This truss has been deigned as an individual bulldbng component In accordance wit) ANSI/IYI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local chanties records for wind or snow loads, protect specifications or special applied bads. Unless shown, thus has not been designed fro storage or occupancy bads. The design assumes compneslon chords (top or bottom) we continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ee0bg they should be braced at a maxim m spacing of 10'-0" o.e. Connector plates shall be manufactured Ginn 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrf-tor's plans and to realise a contmumg responsibility for such veri- Motion. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless othembe shown. A 5x4 plate is 5' wide x 4" king. A 6x8 plate Is 6- wlde x 9' long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate aces we minimum sire based on the fore- shown and nay need to be Increased for certain hand. ling and/or erection stresses. 71us truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/kPI 1-1995 PRECAUTIONARY NOTES All bracing and erection n:coaunendatlons are to be followed In accordance with'Handling Installing Q Bracing, HID-9 1. Toss- are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for routing lateral fortes shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requtrcd. Normal precautionary action for taus- requires such temporary bracing during installation between trusses to avoid toppling and dorotnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Profewtonal advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any lane. No loads other than the weight of the erectors shall be applied to truss- unto after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CRC, V- 125aph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L. 58.0 ft W. 20.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.02 D.-0. " MAX HORIZONTAL. T. 0.020 MAX HORIZONTAL T. 0.01" RMB - 1.00 WO: CHEK3 [): Plate(s) OFFSET from Joint center. The Joint Detail Report mist be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECPIOMI PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# 02 T.-0.04" ..TC... FORCE .. ..BC ... FORCE ... CSI Concentrated LB3 o.aa K2 ATY:1 ------..-joint Locations ............... �1) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 Loca 5X6 2X4 4X8 0, T 2-2-6 2X4 5-5-15 - 2X4 5X6 T 8X10 0-6-6 - 5X6 5X6 [6X81 6X8 3-0-0 Ill M "13 12 616# 8.00" 1119 19 I la 20-8.0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 2435® 4.00" 546# 3.50" Ij� I 11,fi49&2-10-0 79# (R1-1-7) Over 3 Supports scale = 0.2922 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bra" shown on this drawing is not erection brocbng, wind bracing, portal bracing or amdlw brae" which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Robins must be made to anchor Enteral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. ff' uss Plate Institute. TPI, b located at 583 D'Onofrb Drive, Madison, Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: K2 Dsgnr: TLY Chk: Date: 4-21-03 TC Iave 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 Dsf v•no nS no- 91 AA9_ 1 "..a,...,.-y- min rnrrl: t.:U=-LUAVIUMW1X fla. 0&2D.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. K3 WE: DESIGN INFORMATION This design is for an IndMduat building component and has been based on hdomutlon provided by the client The designer disclaims any responsibillty, for damages as a result of faulty or incorrect Information. specifications; and/or designs fumtshed to the truss destgner by the client and the correctness or accuracy of this Informailm as It may relate to a spe- ctnc ptgect and accepts no responsibility or exercises no control with regard o fnbrica. tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSIM 1-1995 and NDS-97 to be Incorporated as part of the buBd:ng design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, burl elmaatic records for wind or snow toads, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes carnpresslun chords Itop or bottom) are commu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd ailing, they should be braced at a maximum spacing of 1a-0' o.c connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to reallee a canttnuing responsibility (or such vetl- ficalton. Any discrepancies are to be put In waning before cutting or fabrication. Plates shall not be installed aver knotholes. knots or distorted grain. Members shall be cut for tight fitting wool to wood hearing. Can - nectar plates shall be looted on both face of the truss with nsiis fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate is (r wide x 6- king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate styes are minimum at= hued on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on gual ty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing, HIB-91. Trusses areto be handled with particular can during banding and bundltng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be designed and butalled by others. Careful hand- Ihng is essential and erection bracing is always required. Normal precautionary action for uusses requires such temporary bracing during installation between muses to avoidd toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 6 needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any lime. No Inds other thin the weight of the erectors shall be applied to trues until after all fastening and bracing . is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECfIONs T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 4-5-15 G-66-6 1 1 MULTIPLE LOADS -- This design is the cealposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, CSC, V- 125a:ph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L- 58.0 ft W- 13.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 026 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 TI: K3 ATY:1 --------------Joint Locations............... 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE r Support 1 206# 7-4-0 5-0-0 1 2 4 4X8 3.00 1 1 3.00 2Xd 4-2-6 ()-8�� I I I 6-0-0 6-"7 1 487# 8.00" 5 423A 4.00" 1e(Rll1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4674 IM—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 VANNESSA DROVIEDO.FT.32766 Design: Matrix Analysis WARNINGi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcng or similar bracing which is a par of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prwislo ns must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. (Russ Plate institute. TPI, b located at 583 D'Onofro Drive. Madison. Wisconsin 53719). JOB PAIN: C:ITEE-LOKIHOMED/R Eng. Job: Dwg: Dsgur: TLY Chk- WO; E Truss ID: K3 Date: 4-21-03 TC Llve 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psr DUrFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 2 663- 1 HCS: 08.20.02 K 3 AC: 10# UPLIFT D.L. CHEK3 WE: DESIGN INFORMATION This deslgn is for an Individual building component and has been based on lnfomwtfon provided by the client- The designer dbdatms any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs mmtshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to n spe- cine project and accepts no responsibility or exercises no control with regard to fabrtea- lbn. handling shipment and installation of trusses. This truti has been deigned as an Individual building component N accordance with ANSI/TPI I.19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enginced. When reviewed for approval by the bulkil ng designer, the deign loading, shown must be checked to be sure that the data shown are In agreement with the local building codes. local cllnatk records far atnd or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy Inds. The deign assume compression chords (top or bottom) are tonthmu- o=ly braced by sheathing unless otherwise specified. when: bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 147-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel race" ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtnng to verify that this drawing b In conformance alth the fabrtcotor's 'and to realize a continuing responsibility for such ve". flcatlon. Any discrepancies we to be put in writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted groin. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fan of the tans with rails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is B' wide x 8' long. Slots 0roles) run parallel to the plate length specified. Double cuts an web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate size are mtnhnum sizes based on the forces shown and may need to be increased far certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guahty Control refer to ANSIrM 1-19M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing Q aracbmg'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for hoMbng trusses in a straight and plumb pos- ltron and for resbting lateral form shall be deigned and ttntaUed by others. Careful hand. Wag is essential and erection bracing is always required. Normal precautionary action for trusses rcquhes such temporary bracing during Installation between trusses to avoid toppling and dominofng. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice stall be sought If needed. Concentration of conniruetion loads greater than the design bads shall no be applied to trusses at any time. No bends other than the weight of the erectoms shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDSt 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" Ta-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.05" RMB - 1.15 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. WndLod per ASCB 7-98, C6C, V. 125agrh, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft Ws+ 13.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-BC... FORCE ... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 TI: K5 QTYA ----------=...Joint Locations ............... 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOMTICN----- %-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 491 36 -550 BOT PIN 13- 0- 0 492 0 -589 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SC88DULE: Support 1 550# Support 2 589# Ilk 6-8-0 11 6-8-0 11 3 0 4X6 1°---- 3-10-0 ----9I in 3-10-0 P 3.0 J 1 3.00 0-6-6 4 I 3-10-6 0-8 6-0-0 6-0-0 6 1 492# 8.00" 492# 8 00" 101. 1-1-9 13-4-0 1-1-9 GABLE W (16) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPCPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.4296 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOOS VANNFSIA DROVIEDO.rL32766 Design: Matrix Analysis WAKNINCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmlhr bracing which is a part of the building deign and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building deigner. Additional bracing of the overall structure may be requbed. ISee HIB-91 of TPfi. frruss Plate institute, TM. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:I7EE,LOXIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chit: Truss ID: K5 Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .OS 02- 21 10- ; HCS: 0&20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on tabrnralbn provided by the client. The destgner disrJalas any roponslbWty for damages as n result of faulty or Incorrect b(ormatlom. specifications and/or designs furnished to the trust designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or uerebea no control with regvd to fabrica. tion. handling. shipment and Installation of trusses. Thb tress has been designed as an mdtAdual building component in accordance with ANSI/'M I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregblerd architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. Local elmnatle recmda for wind or snow I—da. project specifications or special applied Inds. Unless shown, truss has not been designedfor storage or occupancy bads. The design assume dwrnpressbn chords (top or buttond are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension aze not fully braced laterally by a Properly applied dill ceiling. they should be braced at a maximum spacing of 10'-W o.e. Connector plates shall be manufactured from 20 F,7uge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformonce with the fabricator's plans and to realize a continuing respon ifbWty for such veri- flallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight nUsng wood to wood beart4 Con- nector plates shall be located on both faces of the truss with nalh fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x V long. A US plate is F wide x 6' Long, Slots (holm) rem parallel to the plate length apeeNed. Double cuts on web members shall meet at the centrod of the webs less unotherwise shown. Connector plate sines are minimum sba based on the form shown ud may ncd eb be I:a.raa-.;; for eerudn (wnd- Mg and/or erection stresses This Less is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling ng fnsta" R Bracing". HtB-91. Tnsaes are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and phaab par Ilion and for resisting lateral form shall be destgnd and tmutnlled by others. Careful hand- ling is essential and erection bracing Is always rerlubed. Normal precautionary action for tresses requbrs such temporary bracing during WtaDatlon her— tresses to avoid toppling and dombnoing. The supervision of erection of trusses sha D be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to lru cs at any time. No loads other than the weight of the erectom shall be applied to tresses until after all fastening and bracing is completed. ' JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: Ti: L ATY:2 TOP CEORDSt 2x4 SP #2 BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to --------------,joint Locati................ either edge of web(s) shown. Bracing MUSTbe 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) -0- 0- 0 2x4 SP #2 2 SLIDERSt 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails 8" BEAR. BLRr 2x8 SP #2 spaced o.c Brace must extend at least 90% of web length ------------ TOTAL Uniform PLF DESIGN LOADS From ------------ PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Whdlod per ASCE 7-98, C&C, V- 125nph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 Bld Type- Encl L- 58.0 ft w- 12.6 ft Truss Support 1 609# TC Vert L+D -127 9- 2-14 in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 2 591# TC Vert L+D -202 12- 0- 1 Fact Resistant Covering and/or Glazing iteq PROVIDE HORIZONTAL CONNECTION PER SCHEDULE t BC Vert L+D -21 2- 0- 5 MAX LIVE LOAD DEFLECTIONt Support 1 262# BC Vert L+D -53 5- 7-10 L/608 at JOINT # 5 BC Vert L+D -64 9- 2-14 L=-0.24" the 0.08" T--0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -40 12- 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEAAR�RING LOCATION---- T. OHORIZONTAL MAXLIVE LOAD DEFLECTION: 2- 3 1694 1.00 35#87-203 0.30 Vert 1 546 riz �ft 0 T- 0.07" g , 260 3 6 26 BOT PIN RMB - 1.00 13-1-14 1 2 3 33 4-5-10 0-6-1 4 1 0-6-6 T 1-7-12 1 2-6-5 1.68 l 0-9-9 -� 11-9-1 6 5 4 367# 9.56" 547# 2.5011 1.3 1-10-9 1 1 12-6-10 1 1 J 0-8-0 (R1-10-7) 4. 21# 54# j 64# 46h EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-19 5 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-22-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which b a part of the building design and which must be considered by the building designer. Bracing is for lateral TC Dead 7.0 psr - BC Live 0.0 DurFae -Pit: 1.25 Spacing: O.C.ochre 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of thus members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUq onal bracing or the overall structure may be reubd. (See HIB-91 of TM. BC Dead 10.0 pr Design Criteria: TPI LICENSE #0050068 frtvss Plate Institute. TPI. is located at 583 D•Onofrio Drive. Madison. Wiscorrstn 53719). Code Desc: FLA IOW vANII&MADRwIeDo•F3-o27ne _ TOTAL 33.0 Dsf vno nr n-3_ 71,71 r,r,ra,.. oar..... n—y— JUo rnrrl: 1_:cart-t,vAVfvMj_UIX TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the c9ent. The designer disebt,.- any msponslbWty for damages as a result of faulty or incorrect Information, apectll®tiors and/or designs furnished to the truss designer by the client and the conectnesa or accuracy of this Information as It may relate to a spe- cinc project and accepts no resporolbWty or exercises no control with regard to fabrt®- Uon, handWg. shipment and installation of lessen. This truss has been designed ss an tndividual building component in accordance adtf ANSIfM I.19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design k-dbV shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in twin are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10`4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwtng is in conformance with the fabricators plans and to realize a continuing resporuroillty for such veri. fication. Any discrepwncim are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut' for tight fitting wood to wood bearing. Con- nector plates shall be located on both fain of the true with nails fully hnbedded and shall be aym. about the)otnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x6 plate is fr wide x 6- long. Slots (holes! run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate aim are minhnum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Installing Q Bracing'. HIB-91. Trusts are to be handled with parllcular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusscs in a straight and plumb pos- Ulon and for resisting lateral forces shall be designed and installed by others. Careful haM- ling is essential and erection bracing is always required. Normal pre nutiorury .chores for treavo requires such temporary bracing durtng Installation between (naves to avoid toppling and dominoing. The supervision of erection of ttwses shag be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed Concentration of construction loads greater than the design loads shall not be applied to trusses at any lima lo ads ads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECfIONt L/999 L=-0.10" D--0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. This 2-PLY truss designed to carry 111 4" span framed to BC one face 01 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 125uph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- Encl L. 58.0 ft W. 8.9 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB . 1.00 2-PLYS REQUIRED 3-" TI: L 1 ATY:2 --------------Joint Locations --------------- 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF TO TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide ad to drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss !mist be marked to prevent UPSIDE DOWN erection. 8-10-8 11 1 2 3 8X10 AYR 3X6 5X6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Im—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DBAVIEDO.R32766 1111AKNIIIIV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is no erection bracing wind bracing. portal bracing m sbn9nr bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tens members only to reduce buckling length. Prwhions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TIM. fltuss Plate ImUtute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ..�..g,.. ..,...,.. n,nup., IUU rnr H: (.:11th-LUAIHUAfWJ1K Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf 1 2-4-0 1 4 86-6# 03.50" 1 scale = 0.7000 Truss ID: L1 Date: 4-22-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:0 .OS 02- 21714- ; HCS. 08.20.02 JB: CHESAPEAKE K 3 AC: 1 Ott UPLIFT D.L. WO: CHEK3 WE: TI: L2 ATY:2 DESIGN INFORMATION This design Is for an lndMdual building TOP CHORDS- 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be ..............Joint Locations.............. 1) 0- component and has been based on Informatlon by the The deslgnmdisclaims S: 2x4 SP #3 positioned to po provide equal tulbraced 0- 2) 6- 3- 0 3) 12- 5 4) 12- 6-10 5) 6-10 6- 3- 5 provided client. any responsibility for damages as a result of 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge 6) 0- 0- 0 faulty or incorrect lnformnuonspectlleatlmu aestpis furnished SLIDERS: 2x4 SP #2 BEAR HLR: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.0 Pa TOTAL DESIGN LO!►DS and/m to me toss designer • Brace must extend at least 90% of web length Unifom PLF From PLF To by the client and the correctness or accuracy Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 14 1 -0" . TC Vert L+D -46 -1-10- 9 -46 13- 2-10 of this lnformauon as a may relate to a ape- cuio protect and accepts no responsibility or All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 uerctses no mnLol wmh regard m rabrtca- continuously braced unless noted otherwise. se. c caposite result of multiple loads. Concentrated LBS Location ' lion, handling. shipment and WtallnUoh of Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 trusses. This truza has been designed as an WndLod per ASCE 7-98, C&C, V. 125sph, bearing. TC Vert L+D -48 3- 9- 1 individual building component inaccordance with H. 15.0 ft, Iw 1.00, Esp.Cat. B. Rzte, 1.0 PROVIDE UPLIFT CONNECTION PER SC1EDULEI TC Vert L+D -70 6- 1-15 ANSIrMl 1-1995 and NDS-97 to be Incorporated as pan of the building destgn by a BuWng Bld Type. Encl L. 58.0 ft W. 12.6 ft Truss in END zone, TCDL- 4. 2 psf, BCDL- 6.0 P gti ' rt 1 609# �1fp Stipport 2 TC Vert L+D - 98 8- 6-12 Designer (registered architect m professional engineer). When reviewed for approval bythe psf Impact Resistant Covering and/or Glazing Req 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE t TC Vert L+D BC Vert L+D -127 -6 10-11-10 1- 4- 4 building designer, the design toadbW shown MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 must be checked to be sure that the data shown L/577 at JOINT # 5 BC Vert L+D -44 6- 1-15 are in agreement with the beat building codes. bmlclmmuccationrecords orrwind orsnow L.-0.25" D- 0.00" T.-0.25" ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -60 8- 6-12 project apeclBcatlorts or specialedleadloads. spelled loads. MAX HORIZONTAL TOTAL LOAD DHFLE<TIONi 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 Unless shown. tens has not been designed fin storagem occupancy loads. The design assumes (top bottom) T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTI T. 0. 06" 2- 3 06 0.92 5- 167 0.47 48# 70J! + ----MAX. RSA PER REARM LOCATION----- Lo0 V71 Z 91h UP Type compression chords or are contnu- 0-10 71 0 91ft OP -591 TOP H-ROLL omsybracedbysheathing,wes,otherwise specified. Where bottom chords In tension are RMB . 1.00 13-1-14 0- 4-33 678 263 -609 PIN lly not fully braced lateraby a popery applied 1 rigid ceding, they should be braced at a 2 3 maximum spacing of 1V-0- o.e Connector plates shall be mmnufactured from 20 gauge hot r3 33 dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plots and to realize a continuing responsibility for such ved- Ikaton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted gman. Members shall be cut for light fluting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nalb fully imbedded and shall be sym about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long A 6x6 plate is 6' wide x W long. Slats )holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ceniold of the webs unless otherwise shown. Connector plate size are mtntmum slrrs based on lire fmco shown and may need to be Increased for certain hand. ing and/or erection stresses. This truss is not to be fabricated wUh fire retardant treated lumber unless otherwise shown. For additional hdormation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling lmta➢bV A Bmeb,g. HIB-91. Trusses are to be handled with particular care during banding and bundles& delivery and installation to avoid damage. Temporary and permanent bracing for holding trvsscs in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. careful hand- ing is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during butallatlon between trusses to avoid toppling and dorntru g. 'the supervision of erection of trusses shall be under the control of persons experienced in the tnstalbUon of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is cmnpieted. 4-5-10 0-6-1 4 0.0 1.68 I 0-1-0 4 T 1-7-7 I 2-&10 11-6-10 11 16 5 4 678# 9.56" 7199 2.50" 1-10 9 1 6-10 J 0-8-0 (RI-10-7) 6# 199 44# 60# 76A a3-s) EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSU7PI 1-1995 scale = 0.4437 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE.SSA DROVIE130.rI-327M WAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown, on Uhb drawing is not erection bracing wind bracing portal bracing or smhtlar bracing which is a pert of the bulkh" design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provbiom most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rRatss Plate institute. TPI, Is located at 593 D'D nofrlo Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: L2 Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21715- i •--••u.•. •.••-• - �••••�••, — rnrn: a.nr cc -we hnvtnC 11( HCS: 08.20.02 I I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based an Information provided by the client. The designer disebains any responsibility for damage as a result of faulty or incorrect bdormatlon. specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this infarroatbn ru It may relate to a spe- cific project and accepts no respomMality or uerctses no control with regard to fabrtm- Uon, handling, shipment and tmta[bntion of trusses. This truss has been designed u an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown am in agreement wnh the local building codes, local ellmstb records for wind or snow loads. project specNe"tbm or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes mmprnsion chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a propedy applied rigid ceding, they should be braced at a maximum spacing of I0'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeung ASTM A 653, Grade 40, unkss otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag mvlew this drawing to vertfy that this drawing is in conformance with the fabrlmtoes plans and to realhe a continuing responsibility for such vent. Ration. Any dtweponcln are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted groin. Members shall be col for light fitting wood to wood bearing. Con- nector pkntes shah be located on both in of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is 5' wide x 4' long A 6x8 plate is 6* wide x 8- bong Slots (holes) run parallel to the plate length specined. Double cuts on well members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum alln based an the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabdooted with fire retardant treated humber unless otherwise shown. For addluonal infarnation on Quality control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recwunendatlom are to be followed in accordance with -Handling Installing d Bmetng*. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid denage. Temporary and permanent bracing for holding trusses In a stm4tt and plumb pos- Klon and for reistlng lateral forces shall be designed and Installed by others. Careful hand- ling is wenttal and erection bracing is always required. Normal precautionary action for trmsses requires such temporary bracing during Installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons experienced in the batalletion of muses. Professional advice shall be sought If needed. Concentration of comlruetion Inds greater than the design bads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to misses until after all fastening and bracing is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten,w/3"X 0.1.20" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE MAD DEFLECTION: L/634 at JOINT # 3 L--0.16" D--0.17" Te+-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19, 4" span framed to BC one face 0' 0" span framed to TC opposite face WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type- Encl L- 58.0 ft W. 8.9 ft Truss in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB - 1.00 2-PLYS REQUIRED ---•-••_•.....Joint Locations ............... 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 DOT ' H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide ad —late drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8X10 AYR 3X6 5X6 1394# 3.50" is 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOSI-52700 1- 1 t 4 1394# 3.50" scale = 0.7000 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L3 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 BRACING WARNING: Bmcing shown an this drawing is not erection bracing, wind bracing, portal bracing ot similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0,0 psf O.C. Spacing: 24.0n made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltional bracing of the overall structure may be required. (See HIB-91 of TPM BC Dead 10.0Psi, Design Criteria: TPI riruss Plate institute. TPI, is located at 583 D'Dnofrto Drive Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 21716- ; —.5". r.,wuu --y— ion rein: L:11=-LVA1HUMW1K HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: M ATY:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Sinplified Analog Model. -------------- Joint Locations_______________ Tills design Is for an Individual building Bar CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 component and has been lased on Information C site result of lmtlti le loads. 2) 5- 4- 9 4) 10- 8- 8 6) 0- 0- 0 anymprovidedbythe bwtyfatabe mageslasa disclaims SLIDERS: 2x4 SP #2 All �RESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION ----- any ro r Insromry rri savages a, a result d BEAR. BLK, 2x4 SP #3 Talilrywlnmmettnformatlon,apecNcwons continuously braced tmleaB noted otherwise. X-Luc Vert Horis Uplift Y-Luc Type and/or designs furnished to the truss designer Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL by the client and the correctness or accuracy WndLod per ASCE 7-98, C&Cr V- 125B¢lhr bearing. 0- 4- 0 432 243 -448 BOT PIN d this Information as It may relate to a spe- H- 15.0 ft, I- 1.00, EXp.Cat. Br Xzt- 1.0 PROVIDE UPLIFT CONNECTION PER S(HEDULE: PROVIDE HORIZONTAL CDNNEC!TION PER SCHEDULE cifb project and accepts no responsibility or Bld Type. Enel L_ 58.0 ft W_ 10. 7 ft Truss execUnn.�nog.shploralandid�bo®of in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf Support 2 518# Support 1 293# trusses. handling. shipment has been designed as an Iaglaet Resistant Covering and/or Glazig Req Support Individual building component to accordance with MAX LIVE LOAD DEFLECTION: TC...FORCE... CSI-.BC... FORCE... CSI ANSI/TPI I-19% and NDS-97 to be incorporated L/999 1- 2 -1003 0.54 6- 5 924 0.23 U ignier(mgled ga drehiteectorrprofessioal L_-0.08^ D_ 0.02^ T=-0.07^ 2- 3 -92 0.41 5- 4 924 0.29 engineer). When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION t bull" designer• the design loodbtgs shown T- 0. 02 ^ must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T- 0.03 ^ local cWnalb records Cw wand or snow beds. project spedBmtfons or special applied bade. RMB o 1.15 Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) an, conttnu- 11-0-0 oust' braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a properly applied 1 2 3 rigid ceding, they should be braced at a maximum spacing of-0 10'- o.e. Connector Q plates shall be manufactured from 20 gauge hot dipped galwnbed steel meeting ASTM A M. Grade 40. unless otherwise shown. 6X FABRICATION NOTES Prior to fabncatim. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to malto a contlnuing responsibility for such verl- flcetlan. Any discrepancies are to be put In 2-6-5 writing before slitting orfabrtratlon. 3X Plates shall not be Installed over knothoim, knot, or distorted gram. Members shall be M 0-1-8 for tight fitting wood to wood bearing. Con- 4-5-11 _ neetor plates shall be located on both faces of the truss with rails fully bnbedded and shaD be sym about the joint unless otherwise shown. A SO plate is 5' wide x 4- long. A 6x8 plate is T 3X4 wide x W long Slots (holes) run parallel to 0-6„ 6 3X6 the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sires _ = 2X4 are minimum at— based on the forces shown and tray need to be Increased for certain hand- 3X4 ling and/or erection stresses. This truss I, nd 3X4 to be fabricated with fire retardant treated 5X8 lumber unless athe,wbe shown. Foraddltbnal bdormailon an Quality Control refer to ANSI/-M 1-1995 PRECAUTIONARY NOTES All bracing and erection recortmnendations are to be followed in accordance with-HAndW,g Installing & Bracbtg'. Ifte-91. Tnasam are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trtascs In a straight and plumb pos- Man and for :misting lateral forces stall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses rewires such temporary bracing during Installation between trrasm to avoid toppling and domtrrotng. The supervision oferection of trusses shall be under the control ofpersons experienced in the antallatfon of trusses. Pra(essbnnl advice stall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectom stall be applied to trusses until after all fastening and bracing is completed. 2.00 I 10-0-8 6 5 4 433# 8.00" 358# 2.50" 1-7-2 � ' 10-8-s 0-3-8 Ro_2.15) (RI-7-0) ' F -1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dm.OVIEDOXI-327tia WAKNINks: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bm" shown an this dmwbng is not erection bracing wend bracing portal bracing or sanllar bracing which b a part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of buss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addl[doral bracing of the overall structure may be required. {See HIB-91 of TPI). (`mess Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: M Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 FIC Live 0.0 psf O.C. Spacing: 24.0" FIC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v.no nr nj- 31 71 7- 1 a ,......�,., vvo Torn: �:uc�-wnvrvmcurrc HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual bulldbtg component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the teas designer by the client and the correctness or accuracy or this information as it may relate to a ape- ofk project and adepts m responsibW or exerclses no control with regard to fabr a. lion, handling, shipment and installation of trusses. This truss has been designed as on di tnvidual building component in accordance with ANSITM I-1995 and NDS-97 to be incorporated O.s part of the bulkWI design by a Building Designer (registered architect or professional engtneerl. When mvLewM for appmtal by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the Local building codes. Local climatic records for wind or snow Inds. project specifications or speelal applied [eads. Unless shown, truss has not been designed for storage or occupancy Loads. The design assumes compression chords Itop or bottom] ore comr - ously braced by sheathing unless otherwise speclfled. Where bottom chords in tension are no fully braced laterally by s properly applied rigid ceiling. they should be braced at a maxtrnum spacing of 101-M o.e Connector plates shall be manufactured from 20 gauge hot dipped gah—doed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in comfonna[nce wi)h the fabrfcatars piss and to realize a continuing resporsmWly for such vert- fkation. Any discrepancies are to be put in writing before cutting or fabrtcatlon Plates shall not be Installed over knothaka. knots or distorted grate Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be bated on bath faces of the truss with nalb fully embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A &s8 plate is B' wide x 8' long. Slots (toles) run parallel to the plate Length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size ate tnkumum nfnss based an Lhe form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ilre relatdont treated lumber unless otherwise shown. For additional bdormatlon an Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling installing @ Bracing', 1-1I13-91. Trusses; are to be handled with particular cue during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb pos- Ulon and for misting lateral form shall be designed and installed by others. Careful hand- fing is essentt l and erection bmrbv is always r:gvlmd. Normal precautionary action for trusses requires such temporary bracing during installation between tresses to avoid toppling and dombramg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Incases until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHARDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WadLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. EDcl L- 40.0 ft W- 10.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D- 0.01" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 419# Support 2 520# ..TC... FORCE...CSI ..EC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 TI: N ATY:2 --------------Joint Locations............... 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 2) 5- 1- 8 4) 10- 3- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz Uplift Y-Loc Type 0- 4- 0 417 264 -419 Bar PIN 10- 1-12 331 0 -520 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PE:R scnimIILR : Support 1 264# 10-3-0 Ilk 1 2 3 0 2-4-4 1-7-3 1 2.00 0-8 0— 1 9-7-0 5 4 418# 8.00" 3321E 2.50" 1-7-2 10-3-0 �° (R1-7-0) }e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T'PI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNPSSA DFLOVIEDO.PL32769 scale = 0.4971 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N CONTRACTOR. Dsgw: TLY Chk: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Brae" shown an this drawing is not erection bracing, wind bracing, portal bracing or simile bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is members lateral support of crass membonly to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of T n. BC Dead 10.o r Ps Design Criteria: TPI rrr sa Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code Desc: F t TOTAL 33.0 osf v-no ns no- 3 1,71 o_ t HCS: 0&20.02 I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L WO: CHEK3 WE: TI: O AN:2 DESIGN INFORMATION Thls design is for an Individual building component and has been based on information provided by the client- the designer disclaims any responsibility for damages as a result of rainy o< incorrect- trdomullon speedlcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responslbNty, or exercises no control with regard to fabrtca- tion. handling. shipment and tnstafiatlnn of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as port of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design badtilgs shown must be checked to be sure that the data shown am in agreement with the local building codes. local climatic records for wind or snow bads, project sped0catlorn or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottaml are continu- ously braced by sheathing unless otherwise apeeifled. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of IV-M o.e. Connector pl2tn shall be manufactured from 20 gauge hot dipped gananbcd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing Is in confornsnce with the fabricators plans and to rcalhe a continuing responsibility for such ved- fRalion. Any discrepancies are to be put in wMing before cutting or fabrication. Plate shall not be installed over knotholes, knots or dbtoded grain. Members shall be cut for tight fitting wood to wood beerb4 Con- nector plat= shall be located an both fans of the truss with nalb fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' king. A 6x8 plate is G wide x 8' long. Slew (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate at= are minimum sties based based an the forshown and may need to be incrcased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Infomutlon on Quality Control refer to ANSIrM I-19% PRECAUTIONARY NOTES All bmehng and erection recommendations are to be followed in accordance with "Handling Installing @ Bracing'. HIB-91. Taus= are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral force shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between truss= to avoid toppling and dominoing. The supervision of erection of tr saes shall be under the control of persons experienced in the installation of trusses. Ptofeaslonal advice shall be sought if needed. Concentration of consuuctlon loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125mph, Her 15.0 ft, Ir- 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Encl L. 58.0 ft W- 7.2 ft Truss in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf Iapact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.02" D- 0.00" T.-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.01" RMB . 1.15 MULTIPLE LOADS -- This design is the ..............Joint Locations............... carposite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ----- Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 319 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE- 7- 1-12 232 0 -446 BOT H-ROLL Support 1 420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE _ Support 2 446# Support 1 257# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -883 0.18 7-3-0 Ilk 1 2 3 2.00 J 15 6-7-0 4 319# 8.00" 233# 2.50" 1-7-2 a 111e 7-3-0 (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.6513 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-22-03 4005 MARON DA WAY TC Live 16.0 psf DurFaC - Lbr. 1.25 SANFORD, FL. 32771 321-0064 Bracing shown on this drawing Is not erection bmctng wind bmcftt& portal bracing or stm8ar bracing which Is a part of the building design and which must be considered by the building destgtar. Bracing Is for lateral TC Dead 7.0 psf BC Live DurFae - Pit: 1.25 O.C.Spacing: 24.0" A 9 (407) Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must be 0.0 psr TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionlbracing ofthe ovemBstructure mayberegahed. (SeeFIIB-91 ofM. BC Dead 10.0 r Ps Design Criteria: TPI LICENSE #W50068 rrrss Plate Institute. TPI. Is located at 583 D•Onofno Drive, Madison, Wisconsin 537191. Code Dese: FLA 1005 VANNPS9A DR.OVIEDOXI-32766 I TOTAL 33.0 psf V:09.05.02- 21720- 1 mer,ga. miarrr Anarysts hUH PAIN: C:I7EE-LOKWOMFA/R TICS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the .bent. The designer disclabns any responsibUy for damages as a result of faulty or Inconeel Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information — it may relate to a spe- cilk project and accepts no responsibility or =ereism no control with regard to fabrten- tlon. handling, shipment and Installation of trusses. This tress has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be mcerporated as part of the building design by a Building Designer (registered architect or professional engbneerl. When reviewed for approval by the buWmg designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or boU cot) are contmu- oushy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd cclltng, they should be braced at a Maximum spacing of IO'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AST74 A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In eonfonmance wah the fabricoto�s plaza and to realize a continuing responsibility for such verl- fimtlon. Any dtscrep: nd are to be put In writing before cutting or fabrication. Plates shag not be install ed over knotholes. knots or distorted gmhL Members shag be cut for tight fitting wood to wood bearm& Con- nector plates shag be located on both faro of the truss with nags fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6 wide x 8' katg. Slots (holes) run pam8el to the plate length speelfted. Double cuts on web members shall meet at the .cows of the webs unless otherwise shown. Connector plate stm are minimum strn based on the forces shown and may need to be busrased for certain hand- ling and/- erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Han lltng I staDmg f4 Bracing, HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding tr In a straight and plumb pos- Men and for reststmg latend form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such ternporary bracing during installation between trines to avoid toppling and dordnomil. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wefghl of the erectors shall be applied to trusses until after all fastening and bracing is cornpleted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 42 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L==-0.04" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEPLECTIONI T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.35 0-8-0 WO: CHEK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full Hied Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P QTY:2 --------------Joint Locations --------------- 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WadLod per ASCE 7-98, CaC, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L- 58.0 ft W. 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 Ilk 1 2 0 1 4 212N 8.00" 1-7-2 I e (R1-7-0) 9IF0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNPSSA DROVIEDOXI-32766 4-3-0 2.00 87# 2.50" 54# 2{50" CIL: 44-12 Over 3 Supports WAKMIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bragg shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for hteml support of tom members only to reduce buckling lenngh. Provisions must be made to anchor lateral tracing at ends and specified locations determined by the building designer. Additional brad" of the overall structure may be required. (See HIB-91 of TPB. (truss Plate institute. TPI, is located at 593 D'Onofrfo Drive. Madison. Wisconsin 53719). scale = 0.9442 Eng. Job: WO: CHEK3 Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 21721- 1 u.a••. ••• �,., IV. —in: t,:rise-LVAVIVMCVIH HCS: 08.20.02 ---- - - --- - JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Q ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE 1=S -- This design is the ..............Joint Locations. .............. This design is for an trulMdual building Bar CHORDS: 2x4 SP #2 coalposite result of Im 1tiple loads. 1) 0- 0- 0 3) 1- 8- 4 component and has been based an Information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 providedrespon theclient-Thedesigner result: S� or wedge if necessary to achieve full continuous) braced unless noted otherwise. MAX. RBACrIONS PER BEARING LOCATION ----- anry rnpomtblhty for damages m a result of � Y - - - - faultywtncorrecttntormatmn.specificatmrn bear VhxUod per ASCE 7-98, C6C, V- 125mph, X-Loc Vert Horiz Uplift Y-Loe Type and/or designs furnished tothe truss designer H- 15.0 ft, I- 1.00, Exp.Cat. B, 1Czt- 1.0 0- 4- 0 137 63 -226 BoT PIN by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl. L. 58.0 ft W. 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL of this information m it may relate to a spe- Support 1 226# in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf cinc protect and accepts no responstbil:ty or e.. ro control with regard to tabrtco-SuppoF4►Rrt 2 L1VE LOAD DO&PLI TION. IDg7aet Resistant Covering and/or Glazing Req tin, handltr� shipment and installation of truism. This truss has been designed m an L/999 _ -.TC ... FORCE ... CSI ..BC ... FORGE... CSI individual building component to accordance with L. 0.00" D- 0.00" T- 0.00" 1- 2 -3 0.01 4- 0 -56 0.01 ANSIrM 1.19%and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01 m part of the building design by a Building T- 0.00" Designer (mom architecreviewed w proval by t l MAX HORIZONTAL LIVE LOAD DEFLECTION: enghneerl. When :Mewed for approval by the building designer, the design loadings shown T- 0.00" must be checked to be sure that the data show are to agreement with the local building coda, RMB - 1.15 local ellnoatie records for wind or snow loads, protect specifications or spectal applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes cwnprnslon chords (top or bottom) are continu- ously braced by sheathtng unless otherwise 1-84 specified. Where bottom chords in tension are no fully braced laterally by a property applied 1 2 rigid eeMog, they should be braced at a ma;dmmm spacing of 117-0- o.e. Connector 4.00 Plates shall be manufactured from 20 gauge hot dapped galvanized steel meeting ASTM A 659. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to rm0re a continuing responsibility for such veri- fication. Any disc pancYes are to be put in writing before cutting or fabrication. 0-11-2 Plates shall not be distorted traMembersed over knothole. T knots or torted grain. Members shag be cut for tight fitting wood to wood hearing Con- 1�-7 neclor Plates shall be located on both faces a the truss with nags fully tmbedded and shall be sym. about the Joint unless otherwise shown. A plate is5- wide x 4' long. A Plate b 6' wide x 8' long. Slob par Rolesl rim parallel to the plate lengh specified. Double cuts on web members shag meet at the centrold of the wets unin otherwise shown. Connector plate sires $X8 are minimum sires based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. rib truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/'M 1.1995 0-8-0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling 1 1-0-4 Platte- Height ra installing & Bcing'. HiB-91. Trusses are to be handled with particular are during banding 4 3 and bundling, delivery and installation to avoid 138f! 8.00° 48A 2.50" damage. Temporary and permanent bracing for holding louses in a straight and plumb pm- 1-7-2 tuon and for resisting lateral forces shall be I 14" designed and batalled by others. Careful hand- (R1-7-0) I ling Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 required Normal precautionary action for trusses requires such temporary bracing during tnstalbu""between trusses toavadtoppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: C14EK3 and damana n& The sup—ttsion of c ecuon of town shall be under the control of Persons (!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A experienced add shall be Instmalla�„oads CONTRACTOR. � Concentration a of construction ion binds gealy Ds TLY Chk: Date: 4-22-03 than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 pit DurFae - lion. 1.25 town at any line. No loads other than the 4005 MARON DA WAY Bracing shown an this dM" b not erection bracing. wind bracing. poAnl bracing or strWar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which Is a part of the bull" design and which must be considered by the building designer. Bracing trusses until alter all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of thus members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0n is comPleted• made to anchor lateral bracing at ends arrd specified locations determined by the building designer. DesI n Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (SeeHIB-9IofTM. BC Dead lo.o psf 9 LICENSE #0050068 muss Plate Imtnute. TPi, b located at 583 D•Onafrto Drive. Madison. Wisconsin 53719). Code Desc: FLA loos VANNESSA DP OVIEDO.FL322766 TOTAL 33.0 psr V•09.0502- 1 22- 12 . ro-win rnvmryrA ffCS.' 08.20.02 DESIGN INFORMATION This deslgn is for an Individual building component and has been based on WomnaUon prodded by the client. The designer d1a l l - any responsibility far damages as a result of faulty or incorrect tnformatlon. specifications amend/or designs furnished to the thus designer by the client and the correctness or accuracy of this mfor notion as a may relate to a spe- ctilc pryeet and accepts no responsibility or ucrcbm no control with regard to fal rlm- tion. handling. shipment and installation of louses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archned or professional engluerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are to agreement with the kxml building codes. local e8matie records for wind or snow Inds. project ap-d1catforu or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where botton chords to tension are not fully braced laterally by a properly applied rigid calling. they should be braced at a maximum spacing of IV-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gaMntred steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sham review this drawling to verify that this drawing b to mNormwhce with the fabrlcatora phru and to realize a continuing responsibility for such verl- ficatlon. Any dbaepanetes are to be put ta writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted palm Members shall be cut for tight fitting wood to wood bearing. Con- nector plain shall be located on both faces of the tow with rails fully tmbedded and shall be sym. about the Joint unless otherwtse'shown. A 5x4 plate b 5' wide x V long. A 6x8 plate is li wide x Ir king. Sins (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentroki of the webs unless otherwise shown. Connector plate atzes are mtalnhmm sizes bored on the farce sham and may need to be bioeased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lu aber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bating and erection recommendations are to be followed in accordance with -uandnng Installing a Bracing•. NIB-91. Trusses are to be handled with particular ore during handling and bundling, delivery and tnstallauo to avoid damage. Temporary and pernwunt bracing for holding trusses In a straight and plumb pos. din and for resisting lateral form shall be designed and installed by others. Careful hand- ling b essential and erection bmcbng Is always required. Normal precautlomuy action for louses requl s such temporary bracing during lnstallatio t between trusses to avoid toppling and domlmom& The supervision of erecmm of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentratlon of construction loads greater than the design bads shall not be applied to trusses at any time.No loods other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDSt 2X4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2X4 SP #2 This truss in designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D- 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.02" MAX HORIZONTAL LIVE LOAD DEFLEGTIONt Tw 0.02" RMB a 1.15 3-10-3 0-6-6 1 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 mmist be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 235# TC...FORCE... CSI .BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R QTY:2 --------------Joint Locations --------------- 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CXC, V. 125mph', Hw 15.0 ft, 1- 1.00, Exp.Cat. B, Kztm 1.0 Bld Type- Ertl L- 58.0 ft W. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I 0-8�a— I I 4 3 248# 8.00" 127N 2.50" 1-1-9 m 6-0-8 76# .50" (R1-1-7) CIL: -114 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 - YYAKNIN(4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 4-22-03 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SAN FORD. FL. 32771 Bracing shown an this drawing Is not erection bracing, wind bracing. portal bracing or sfin0ar bmcing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown b uProvisions for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. °made to a� gter m� rn flat ends a specified locations determined by the buadmg designer. Additional b y required. (See lyre-91 of TM. BC Dead 10.0 f ps Design Criteria: TPI g LICENSE #0050068 rhuss Plate institute. TPI• is located at 50 D•onafrlo Drtm Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNES9A DR.OVIEDO.M327e9 I TOTAL 33.0 psf V:09.05.02- 21727- 1 •••.••6,•. ••••••••• ,,.....n., Jun rnrn: 1.:11cc-r.UAtnUMhu1N HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect bdomstlon, spedfkauons and/- design fumtshed to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- tl9c project and accepts no responsibility or ueroises no mnwl with regard to Wbria- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSIjfPI I-1995 and NDS-97 to be incorporated as part of the bulkling design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design ImdbV shown must be checked to be sure that the data shown are in agreement with the kcal building codes, local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnttnu- ousp braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of IO.O' o.e Connector plates shall be manufactured from 20 gauge hot dipped Vdvanved steel meeting ASITL A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is In conformance wah the [abrlatoYs pions and to teahee a continuing responsib111ty for such verl- limtion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector pbtm shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is (r wide x 8' tong. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate strb are minimum an based on the force shown and may reed to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwtse shown. For additional information an Quality Control refer to ANSI/M I-19M PRECAUTIONARY NOTES All bracing and erection recommendations are to be (allowed In accordance with -Handling Installing d Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid daaa V. Temporary and permanent bracing for holding trusses In a straight and plumb pos- mlon and for resisting lateral force shall be designed and installed by others. Careful hand - brig is essential and erection bracing is always required. Normal precautionary action for truss- requires such temporary bracing during Installation between trusses to avoid toppling and domIneIng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentratlon of construction bads greater than the design Inds shall not be applied to tresses at arty time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 1 Ott UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L--0.06" D- 0.01" T.-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- O.Oln MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 3-2-3 7_ 0-" 4 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1= 2 -48 0.54 4- 3 -269 0.26 TI: S ATY:2 ���•:__------- Joint Locations ............... 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 Bar H-ROLL WndLod per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, I- 1.00, Ezp.Cat. B, Xzt. 1.0 Bld Type: Encl L- 58.0 ft W. 4.7 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 Ilk 1 2 3.00 0-8-0 4-0-8 4 3, 205s 8.00" 98N 2.50" 1-1-9 60s 501r fd 4-s-s C /L: 7-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS[/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 IO05 VANNFSSA DROVIEDO.FL32766 VVAKM1N4j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing 13 not erection bracing. wind bracing. portal bracing m similar bracing which is a part of the building design and which must be considered by the building designer. Bracing Shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spec fled locations determined by the building designer. Additional bracing of the overall structure may be requbed. (See HIB-91 of TPB. (Truss Plate Institute, fly. is tooted at 58.7 D'Onohio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf i d Toe` gails4) Attach with (1) 10d Toe-Nai15 scale = 0.6603 Truss ID: S Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0n Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design is far an individual building component and has been based on Information provided by the client. The designer disciaen. any responsibility far damage as o result of faulty or incorrect information, specifications and/or deigns furnt herd to the truss designer by the client and the correctness or accuracy of this bdon atbn as D may relate to a spe- el(1c prgect and accepts no responsibility or uenyses no control wM regard to fabrt-. lion, handling, shipment and installation of trusses. This truss has been dmlgned as an tnalvldual building component in accmdance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as put of the btdk tng design by a Building Designer freghlenM architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codm local climatic records for wind or snow loads. project specifications or special applied bans. Unless shown, taw has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chards in twin are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 663. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in moor once wtlh the fab"cators plans and to realize a continuing responsibility for such ver- neatba Any disaepandn are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with nalls fully babedded and shall be Byrn. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' ion& A 6x8 plate is G' wide x 8' long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shall meet en at the ctr old of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the form shown and may need to In creased creased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an gualtty Control refer to ANS1/IPI 1-1995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed in accordance with 'Handling installing R Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and bstallatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phunb pos- Ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requbed Normal precautionary action for tresses requires such temporary bracing during installation between trusses to avoid toppling and doadnotng. The supervision of erectlon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall no be applied to trusses at any time. No bads other than the weight of the erectim shall be applied to tnwes until after all fastening and bmetng is completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP 02 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHSDULHi Support 1 294# Support 2 181# Support 3 41# MAX LIVE LiOAD DEFLECTION: L/999 L.-0.02" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB err 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Pield Connection at Support 1 must be able transfer 99 pounds of horizontal reaction ,TC... FORCE ... CSI--EC... PORCH ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TI: T QTY:2 ........=..-Joint Locations ............... 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WadLod per ASCE 7-98, C&C, V. 125nph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Encl L- 58.0 ft W. 3.4 ft Truss in It'>•T zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 1 2 6.00 3.00 1 0-8-0 2-8-8 4 3 16t# 8.00" 70A 2.50" La 1-1-9 o�e 3-4-8 44# 2 50" r (RI-1-7) C/L: -3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports �Maronda Systems 4005 MARONDA WAY SANFOR.D. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #OO50068 1005 VANNFSSA DP OVIEDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the buDdhng deslgr and which must be constdered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prmtslons must be made to anchor lateral brocinng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requbed. (See HIB-91 of TPO. ffYuss Rate Institute. TPI, is located at SM D'Onofrio Drve, Madison. Wisconsin 537191. Attach with (3) 10d Toeails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: Dwg: Truss ID: T Dsgnr: TLY Chet: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf xi -no nr n,)_ o)»oo_ i HCS. 0&20.01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: U QTY:2 DESIGN INFORMATION TOP CHORDst 2x4 SP #2 MULTIPLE LOADS -- This design is the ______________Joint Locations ............... This design is for an Individual building BOT CHORDS: 2x4 SP #2 ceuposite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 component and has been based on tnforruauon SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 9) 0- 0- 0 Provided by the cheat. The designer dia lama Shim or wedge if necessary to achieve full continuously any responsibility for damages as a result of Y braced unless noted otherwise. ----MAR. REACTIONS PER BEARING LOCATION----- faultyorInconectInformation.speeUlcotions bearing. WndIrod per ASCE 7-98, C&C, V. 125nph, R-Loc Vert Horiz Uplift Y-Loe Type and/or designs furnished tothe truss designer H= 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 0- 4- 0 127 131 -157 BOT PIN by the client and the correctness oracmmcy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type- Enel L= 50.0 ft W= 2.0 ft Truss 1-11- 4 60 0 -191 DOT H-ROLL of this hdormation as it may relate to a spe- Support 1 157# in INT zone, TCDL_ 4.2 sf, BCDL_ 6.0 f time project and accepts no responsibility or p psf excrmn no control meth regard llama- Support IAAD9DEFLECTION: 7 7act Resistant Covering and/or GlazingReQ lion, handling, shipment end installation Of trusses. Ibis buss has been designed asan L/964 at JOINT # 2 TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component In accordance with L=-0.02" D= 0.00" T.-0.02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSI/bPI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 46 0.02 as part of the building design by a Building T= 0.031 Designer hegbtered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engtneed. When reviewed for approval by the building designer, the design loadings shown T. 0.04" must be checked to be sure that the data shown one In agreement with the loaf building codes. RMB a 1.15 local cWnalle retards for wind or snow loads. project spci cations or special applied bads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu-is-- 208 ously braced by sheathing unless otherw e L specified. Where bottom chords In tension are �1 not fully braced laterally by a property applied 2 rigid rx8brg, they should be braced at a _ (-- maximum spacing of 10'-0- o.c Connector 6.00 plates shag be manufactured frmn 20 gauge hot dipped galvard ed steel mating ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b In conformance with the fabrimW3 plus and to moo a contLmAng rnponsibillty for such veri. Ration. Any discrepancies ate to be put in 1-2-8 writing before cutting or fabrication. Plates shall not be Installed over knotholes. (mots or distorted gmm. Members sham be cut for tight fitting wood to wood bearing. Con- 1-10-3 nectar plates shall be located on loth races of the truss with nafb fully imbedded and shall be aym. about the joint unless otherwise shown. A 5x4 plate is 5- aide x V long. A 6x8 plate Is (r wide x 8' long Slots (holes) run parallel to 0-G-6 the plate length specified. Double cuts on web members "hall meet at the centroid of the webs ' 0-4-2" unless otherwise eh'=. Connector plate sin are minimum sttes rived on the forces shown and "my need to be Increased far certam hand- 5X6 ling and/or creation stresses. This buss is not to be fabricated with fire retardant treated lumber unl—% otherwise shown. For addttbnal information on Quality Conttd refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recormaundations are to be followed In accordance wRh 'Handling Installing d Bradng. NIB-91. Trusses are to be handled with panlcukrr are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resisting lateral forces shall be designed and btsta9ed by others. Careful hand- Iatg is essential and erection bracing is always requhvd. Norval preautbnary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of person experienced In the tristallaUon of trusses. Professional advice shall be sought U needed. C meentratlon of corutrtrctlon Inds grater than the design bads shall not be applied to trusses at any lane No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 3.00 I 0-8-0 —a 1-4-8 I 4 3 1278 8.00" 60# 2.50" (R111 7) 2-0-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgtw: TLY Chk: 4005 MARONDA WAY BRACING WARNING`. TC Live 16.0 psf SANFORD, FL. 32771 BmcMg shown on this drawing is not emetlov bracing, wind bracing portal bracing or similar bracing which Is a pot of the building design and which must be considered by the building designer. Brsemg TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of taus members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. specified ddi`to tional`nb`rurn g the overlateral raalll structuat ends re re locations I determined by the building designer. tog y required. iSeeilie-9la7Pfi. BC Dead 10.0 psf LICENSE #0050068 frluss Plate Institute. TPI, s bated at 5113 D'Ondrio Drive. Madison. Wbea sin 53719). 1005 VANNPSSA DP OVIEDO.FL32766 TOTAL 33.0 psf scale = 1.1370 Truss ID: U Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA +vo ,n,.,. .-.vcc-conrnvmcurrt HCS: 08.20.02 JB: 3 AG: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information Provided by the cU—L The designer dlselatau any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer, by the cl ent and the correctness or ncanracy of Oils bdormatbn as it may relate to a spe- cif c project and accepts no responsibility or exercises no control with regard to fabrlca- tlon, handling, shipment and installation of troves. This truss has been designed as an individual building component in accordance wltt ANSI/TPI 1-1995 and NDS-97 to be Nmrpmated as part of the building design by a Building D=lgner (registered architect or professional engbeed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. kncal clknatie records Cor wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. When bottom chords in tenslon are not fully braced laterally by o property applied rigid cegmg. they should be braced at a majdmum spacing of 1ly-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AST M A 653. Grade 40. mdw otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrlmtoes plans and to realize a continuing responslbillty for such verl. Iknllon. Arty discrepancies are to be put In writing before cutting or fabricaUon. Plates shall not be install ed over knotholes. knots or distorted gain. Members shall be cut for tight fltLLng wood to wood bearing. Con. nector plates shall be located on both faces of the to ss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x6 plate is 6- wide x Ir king. Slots (holes) run parallel to the plate length spelled. Double cuts on web members shag meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are minimum at= haled on the forces shown and may need to be increased fit certain hand- bag and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing', HB-91. Trusses are to be handled with particular core during banding and bundling, deWM and installation to avoid damage. Temporary and permanent bracing for holding busses in a straight and plumb pus. Milan and for resisting lateral Conn shag be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary tracing during installation between manes to avoid toppling and damirotng. The supervision of erection of tnsses ahaD be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Commritruban of construction loads greater than the design loads shall not be applied to trusses at any line. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing t. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGESt 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve frill bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00"'D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLBCTIONt T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 T I1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cougiosite result of Bailtiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Eacl L- 58.0 ft W. 0.8 ft Truss iii INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf riipact Resistant Covering and/or Glazing Req TC... FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 TI: V QTY:2 -sass--sass---Joint Locations ............... 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE Support 1 131# Support 2 77# k 0-9-0 L 1 2 L 0-9-0 L 4 3t 65# 7.50" 8# 1.50" 1-1-9 %.50" -1-0-0-1 C/L: 0-5-0 mow I) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESAA DROVIEDO.FL32766 Design: Matrix Analysis TM KivllVG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bmcft g. wind bracing, portal bracing or annmr bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spelled locations dctennined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPfi. fRuss Plate Institute. TPI. is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE.I.OKIHOMEDlR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: DWg: Dsgur: TLY Cbk: WO: CHEK3 - Truss ID: V Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09 05.0 - 21 Z31- 2 HCS: 0& 20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT WO: DESIGN INFORMATION This design Is for an indlvldual building component and has been based on Information provided by the client. The designer disclaims any responsmlbty for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of tits Information as it may relate to a spe- dfic project and accepts no responsib9lty or exercises no control with regard to fabrtco- tbn, handling, shipment and Wtaltatlon of trusses. This truss has been designed as an Individual building component in accordance with ANSIfM 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer begbtered architect or professional englneerl. When reviewed for approval by the builMing designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building cafes. local a➢nmtie records for wind or snow (cods. project specifications or special applied Inds. Unless shown, lni s has not been designed far storage or occupancy loads. The design assumes compression chords (top or bottom) are c ntinu- ously braced by shmthing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of (0'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is in conformance with the fabriratca's plans and to =11,e a continuing responsibi➢ty for such veri- f eatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both face of the truss with rmda fully imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' king. A US plate is fir wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts an web members aha➢ meet at the centroxf of the webs unless otherwise shown Connectm plate sizes are mini"um styes h" on the fora shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwbe shown. For addltiomal i l.tlom an Quality Control refer to ANSI/TPI I-I095 PRECAUTIONARY NOTES An bracing and erection reca"mendations are to be followed in acoa"b "ce with 'ItandWng Installing a Bmctng'. H(B-91. Trusses arc to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos- Man and for reststbng lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such tempomry bracing during Installation between tram to avoid toppling and douuoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WE GESt 2x4 SP #2 WndLod per ASCE 7-98, CSC, V- 125nph, H- 15.0 ft, I. 1.00, fixp.Cat. B, Xzt• 1.0 Bld Type. Racl L. 58.0 ft W- 9.9 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB . 1.00 Ofi-2 i MULTIPLE LORDS -- This design is the composite result of multiple loads. All COMPRESSION Chords are .assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL C IECTION PER SCHEDULE : Support 1 274# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W QTY:2 ------- = --- —Joint Locations ............... 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 SC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BBARnM LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL -10-13 1 2 3 r4 24 3X8 9-10-13 5 41 ` 1215# 11.31" 417# 2.50" Ie (R�2 160) Ill 9-10-13 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4873 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.i132766 VMKNIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemWued by the building designer. Additional bracing of the overall structure may be required. (Sce HIB-91 of TPI). fru Nate Institute. TPI, Is located at 583 D'Onofrio Drtm. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: W Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: W1 ATY:i DESIGN INFORMATION Ibis design 13 for anIndividual bu0dtng TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Analysis based on Sinplified Analog Model. ..._,..........Joint Locations ............... component and has been based on Infmmotlon MULTIPLE LOADS -- This design is the 1) 0- 3- 2 3) 4- 6- 9 provided by the ebenL The designer dischmu WEBS: 2x4 SP #3 WEDGE,Si 2x4 SP #2 result of 1»ttltiple loads. 2) 4- 6- 9 4) 0- 3- 2 any for inammry rm damages ion a a roan d realty or incorrect Information. spedficaUom This truss is designed to bear on multi le � P l COMPRESupositeSION rds are assiltimed to be continuouslybracedunless noted otherwise. Y - - - - - - - - - - - - _ - - _ - - _ _ - TOTliI. DESIGN LOADS and/or des" fumbhed to the Iruhss designer supports. Interior bearing locations should Field Connection at Support 1 mamt be able - - - Uniform PLF From PLF To by the client and the correctness or accuracy d the Information alma re to to a ape- be marked on truss. Shim or wedge if necessary to achieve full bearing. transfer 52 pounds of horizontal reaction WndLod TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 cMc project and accepts pousibWty or per ASCE 7-98, C&C, V= 12SMhr .... y BC Vert L+D 0 0- 0- 0 -13 9- B- 9 ermrcbes no control with regard to fsbd-- Uon, handltn& shipment and Installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: R. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Part L- 58.0 ft W. 4.7 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc 'russet. .. has been d-lgned as an Support 1 375# i/j TNT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 TOP individual buadbtg component in accordance with Support 2 430# -430 PER 0- 2- 8 28 121 -375 BOT PIN 375 ANSI/Tin t-1995and NEG-97tobeIncorporated a part of the building design by a Building Support 3 56# AtA% LIVE LOAD DEFLECTION e ..TC...FORCE ...CSI ..BC...FORCE ...CSI 4- 7- 2 228 0 BOT P-ROLL Designer (registered architect m prdesslanal L/999 1- 2 -10 0.42 4- 3 1 0.31 engfrteed. When reviewed for approval by the 3- 0 0 0.08 building designer, the design loadhngs shown L--O. 01" D. 0. 00" T.- 0. 01" must be checked to be sure that the data shown MAX HORIZONTAL TOTAL. LOAD DEFLECTION: are In agreement with the local building code. T. 0. 00" local cla atic records for wind or snow loads, projetl specifications or special applied bads. MAX HORIZONTAL LIVE LOAD DEFLECTION: a Unless shown, truss hnot been designed for Te 0. 00" storage or occupmhey loads. The design assumes RMB . 1 00 compression chords (top or bottom) are conllnu- • ously braced by sheathing unless otherwise _9 specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ailing they should be braced at a r maxim= spacing of 10'-0' o.c Connector 4.24_ platea shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown 3X Coungelion by others. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this dmwing b In mnforman" Mtn the labricatora plans and to - reallze a contlmmbhg responsibility for such ved fication. Any dbcrepanden axe to be put in writing before culling or fabrication. ' Platys shall not be installed over knotholes. knots or distorted grain. Members shall be cut 2-2-2 for tight filling wood to wood bearing. Con- 2-5-11 nectar plates shall be located on both faces of the truss with mills fully imbedded and "hall be sym, about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is f r wide x S' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs 0-6-2 - unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown LLJ and may need to be increased for certain hand- Attach v$h (4) ung and/m ereatlon stresses. This truss Is4X6 not 3X8 2X4 10d Toe 811s to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Auallty Control refer to ANSI/TYl 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling tmtaWmg & Bracing". RIB-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage Temporary arced permanent bracing for holdlrV trusses in a straight and plumb pos- Man and for reabilng lateral forces shall be designed and Installed by others. Careful hand- ling b essanllal and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing duArmg Installation between trusses to avoid toppling and dominoing. The supervision of erection of tnrsacs shall be tinder the control of perms experienced In the mstallatlon of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any lime. No loods other than the weight of the erector shall be applied to ttws,s until alter all fastening mid bmckg is completed. 28N 4.95" 1 1-6-2 la d (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFS.SA 13MMEDOXI-32766 4-8-9 120A 2.83" 24(1fl 00it CANT: 0-0-7 Over 3 Supports C/L: 13 scale = 0.8481 YYAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Wi CONTRACTOR. Dsgnr.- TLY Chk: Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 Bm" shown on this drawing is not erection bmctn& wind bracing, portal bracing or similar bracing which is a part of the building design and which must be coneldered by the bu kling designer. Bracing TC Dead 7.0 psr Durfae - Pit: 1.25 shown is far lateral support of truss members only to reduce buckling length. Pmvhlons must be BC live 0.0 psf O.C.$ aein 24.0" Spacing: made to anchor lateral bracing at ends and specified locators determined by the building designer. Additional bracing of the overall structure may be tequfred. IS- HIB-91 ofea TPI). BC Dead to.o f PS Design Criteria: TPI f(russ Plate Institute. TPI, Is located at 583 D'Onddo Drive. Madison. Wbcorstn 53719). Code Dese: Fi TOTAL 33.0 psf V:0 .05 0 - 1744- 3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been lased an information provided by the client The designer disclaims any responsibility for damage as a result of faulty or Incorrect information. apcd1knu ns and/or designs furnished to the truss designer by the client and the correctness or accumey of this information as it may relate to a spe- ciftc project and ■eeepts no responsibility m exends- no control with regard to fabrica- tion. handling shipment and Installation of tarmacs. This truss has been deigned as an Individual building component In accordance with ANSI/TPI 1-19M and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or prtfessbnal engineer). When reviewed for approval by the building designer, the deign loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. bet cbrtatk records far wend or snow loads. project specs tenttons or special applied bads. Unless shown, tress has not been deigned for storage or occupancy loads. The design assumes compression chords (top or boron) are continu. ously braced by sheathing unless otherwise specified. Where botou chards in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of ID'-0- o.a Connect" plate stall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shmvn. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this dmwtng is in conformance with the rabrtcatoes plans and to realize a continuing resposlblllry for such verl. fka lon. Any dbaepancles are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight (hung wood to wood bearing Con. nector plates shall be located on both faces of the taus with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' berg. A Us plats is 8' wide x 8' brig. Slots (holes) run parallel to the plate length specified. Double cuts an web members, shag meet at the centroid of the webs unless otherwise shown. Connector plate sues are minimum airs based on the foxes shown and :my need W be Increased for certain hand- ling and/or erection stresses. 'Ibis truss is not to be fabricated wtlh fire retardant [mated lumber unless otherwise shown. Fm additional mfonnatlon an Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AB bracing and erection reem- nendations are to be followed in accordance with -Handling Installing 9 Bracing'. HIB-91. Trusses are to be handled with particular Cate during banding and bundling, delivery and installation to avoid damage Tempanuy and permanent bracing for holding tro sses in a straight and plumb pm- Inon and for resisting lateral form shall be deigned and installed by others. Careful hand- ling is essential and erection bracing is always requbvd. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of busses stall be under the control of persons experienced in the Installation of trusses. professional advice shag be sought if needed. Concentration of construction loads grater than the deign loads shag not be applied to muses at any time. No Inds other than the weight of the erectors shall be applied to trus+ea until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCBBDuLE t Support 1 203# MAR LIVE LOAD DEFLECTI_ON: L/254 at Mid -panel # 1 L--0.33" D- 0.05" T.-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-3-15 0-6-6 4 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 moist be able transfer 172 pounds of horizontal reaction WndLod per ASCH 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L- 58.0 ft W. 7.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... PORCH ... CSI ..BC ... FORCE..:CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y QTY:4 ----- =-------- Joint Locations ............... 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAR. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCRffiIOLEr Support 1 433# Support 2 355# Support 3 52# 7-0-0 1 2 Q Connection designed by others. 4-0-6 Attach with (2) 10d Toe -Nails I I L 7-0-0 3 281A 8.0011 151# 2.50" I-1-9 �i 82N .SOnr Q (R1-1-7)"I" 7-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995 Over 3 Supports C/L: 10-12 scale = 0.4854 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE6SA DROWEDOX1.32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: BmcbV sham an this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a part of the building deign and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions most be made to anchor lateral bracing at ends and specified batons determined by the building designer. Additional bracing of the overall alluctum may be required. (See HIB-91 of M. n'russ Plate institute. M. is loafed at 5W D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Truss ID: Y Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC, Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 217AS- 3 r.:n,�-LVAnUAMUIX HCS: 0&2D.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims -ty respo smutty for damages as a resuh of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- eiik project said accepts no responsibility or exercises no control with regard to fabrlca- Uon, handling, shipment and Installation of trusses. This miss has been designed as an individual building component In accordance with ANS11M 1-19% and NDS-97 to be incorporated as part of the building design by n BuOdbtg Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, foal tdlmatic records for wind or snow loads, project specifications or special applied loads. Unless sham, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contbu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bmced laterally by a properly applied rigid ceiling, they should be braced at a ma;dmum spacing of Io-0- o.a Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabMation. the fabricator shall review lids drawing to verify that this drawing is In conformance with the fabricators plans and to =.I' a —U ubng responsibility for such verl- Mallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be tmtnikd wet knotholes. knots or distorted gtabr. Members shall be cut for tight fitlI+g wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nails fully trnbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is V wide x 4' king. A 6x8 plate b 6- wide x 8' long. Skits (inks) run parallel to the plate length specified. Double cuts an web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sbxs are minimum stew based on the form shown and rosy need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated timber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPl 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing d Bracntgo. HI1391. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- tuan and for resisting lateral form shall be designed and installed by others. Careful hand - Ling Is essential and erection bracing Is always rNubed. Normal precautionary action for trusses requires such temporary bmcbrg during installation between muses to avold toppling and donInoing. The supcntslon of erection of trus3w stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction roadgreater than the design lads shall not be applied to trusses at any lime. No lads other than the weight of the erectors shall be applied to trusses =ill alter all fastening and bracing Is completed. TOP CHORDS- 2x4 SP $2 BOT CHORDS: 2x4 SP #2 WEDGESr 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L=-0.10" D- 0.01" T=-0.08" MAX HORIZONTAL. TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.35 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 moat be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C6C, V- 125aph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L- 58.0 ft W. 5.1 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z ATYA ... =---------- Joint Locations ............... 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ---MAR. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz -Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCSBDULEs Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6.00 3-1-2 5-1$ 4 3 219N 8.00" 110# 2.50" l 1-1-9 61fl 50" 5-1-8 C/L: -0.4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 LOOS VANNESM D0.0VIEDO.PI.32768 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sbn0ar bracing which is a part of the building design and which must be considered by the building de er. Br acing nu:bng shown b for lateral support of truss mwben only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H111-9I of TPI). Truss Plate tmUtutc, TPI, is bated at SW D'Onofrto Drive, Madison, Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: WO; Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Uun-ac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect tafomaton, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cinc project and accepts no responslblllty or exercises no control with regard to fabrien- tlnn, handling, shipment and Wtallation of trusses. This tans has been designed as an tndWuai bu0dhng component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ss part of the building design by a Building Designer (registered arehneel or professional engtneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the loaf butldhng codes, local climatic records for wind or snow loads. project specifications or special applied Inds. Unkxs shown, truss has not been designed for storage or occupancy Inds. The design assume, compression chords (top or bottom) are ccmu nu- auly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied ngld ce8brg, they should be braced at a maximum spacing of I Or-V o.e. Connector plates shall be r"anufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 651 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conforrmntt with the fabde,ton'a plans and to realize a eontlnutng resparsibWty, for such verl- fl®ttom Any discrepancies are to be put in wrltfng before atting or fabrication. Plates shall not be Installed over knothole,, knots or distorted gram. Members shall be cut far tight flUing wood to wood bmrtng. Con- nector plates shall be located on both face, of the truss with nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is (r wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate else are nWVmum size, based on the farm shown and may need to be increased for certain hand- Iing and/or erection stresses. Thts truss is not to be fabricated with fire retardant treated n. lumber unless otherwise showFor additional Information on Quality Control refer to ANSI/TP1 1.190 PRECAUTIONARY NOTES All bracing and erection recommendatlom are to be followed to accordance with-Handltng Installing @ Bracing'. 1-1I13-91. Trusses are to be handled with particular care during bandbrg and bundling, delivery and installation to avoid damage. Temporary and permanent bmcmg for holding trusses In a straight and plumb pos. Won and for resisting lateral form shall be designed and Wtalled by others. Careful hand. ling is essential and erection bracing is always requbed. Normal precautionary action far trusses ncquu= such temporary bracing during butallation between trusses to avoid toppling and domhnoh4 The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professlonal advice shall be sought If needed Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the creelors'sha8 be applied to trusses until after oll fastentng and bracing is canpleted. TOP CHORDS- 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEPLECTION- L/999 L--0.01" D- 0.00" Te-0.01- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 2-4-11 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mglat be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, CAC, V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L- 58.0 ft W- 3.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z 1 QTY:4 -------------- Joint Locations --------------- 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 Wr PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT O0101ECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 2-1-2 3-1-8 4 3 154# 8.00" 67# 2.50" 1. 1-1-9 -1. 3-1-8 37# 2 0" EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaro * nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 50050068 1005 VANNESSA DROVIEDO.M32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Oils drawing is not erection bracing. wind bracing, portal bracing or similar bmct ng which is a part of the building design old which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified lomtlons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. (Russ Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. WI-ta 53719). Attach with (3) 10d Toe -Nall§ Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: Dwg: Truss ID: Z1 Dsgnr: TLY Chic: Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr, 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.o psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v-no nl: n7- 9117d7_ 1 TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any respon3fli tty for damages as a result of faulty or incormct Information. speciri-Hans and/or designs furnished to the true designer by the client and the correctness or accuracy of this information as it may relate to a spe- ctlle project and accepts no responsibility or exerebo no control wM regard to fabuca- tion. handling, shipment and bnstallatbn of trusses. This trwa bas been designed a an individual building component in accordance with ANSI/IPI 1-19% and NDS-97 to be incorporsted as part of the Wading design by a Building Designer begtstered architect m professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be aurae that the data shown are in agreement with the local building codes, local chmalic recards far wind or snow loads, protect specifications or special applied loads. Unless shown, tens has not been designed for storage or occupancy bads. The design assumes cvnpnssbn chords (top or bottom) are cantinu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully traced laterally by a properly applied rigid ceiling. they should be braced at a maxhnum spacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in confomanca svlllm the fabrfcatnfs ptaru and to realize a continuing responsibility for such verl- aentlom Any discrepancies are to be put in writing before cutting or fabricaUm. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut far light fitting wood to wood beating. Con- nector plates stall be located on loth faces of the trans with nalls fully imbedded and stag be sym. about the Joint unless otherwise shown. A 5x4 plate is W wide x 4' long. A 6x8 plate b 6' wide x 8' long Slots (holes) run parallel to the plate length spectaed. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum sizes based an the form shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with Qm retardant treated lumber unless otherwise shown. fir additional information on Quality Control refer to ANSI/fPI 1-19% PRECAUTIONARY NOTES All bmemg and aecibn reco mnendaUans are to be followed in accordance with "Handling installing a Bmchng'- HIB-91. Trusses are to be handled with particular cue during banding and bundling, detNety and installation to avoid damage. Temporary and permanent bracing for holdtng trusses in a straight and plumb pos- abn and for resisting lateral forces shall be designed and installed by others. Careful hand- Itag h essential and etetUon bra" is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobtg. The supervblon of ereeUon of trusses shall be under the control of person experienced inthe Installation of trusses. sought if nee Professional advice shall be needed Concentration of construction loads greeter than the design loads shall not be applied to trusses at my thee. No bads other than the weight of the ereetors shall be applied to trusses until after all fastening and bmctng b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTIONt L/999 L= 0.00" D. 0.00- T- 0.00" MAX HORIZONTAL TOTAL. LOAD DEFLECTION: T- 0.00' MAX HORIZONTAL LIVE LOAD DEFLECTION: Te, 0.00" RMB a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cougposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 58.0 ft W- 1.1 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... C$I-.BC... FORCE...CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z2 ATY:4 - ------.--Joint Locations ............... 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CON NEMON PER SCHEDULE, Support 1 165# Support 2 65# Support 3 7# Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Imo— L Il4 3 89# 8.00" 25# 2.50" le I-1- 1-1-8 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING . Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erecUmt bracing, wind bracing, portal bracing or sadly bracing I TC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building destgner. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the bull" designer. TOMAS PONCE P.E. Additional bmd mg of the overall structure may be requbed. (See HIB-91 al TM. BC Dead 10.0 psf LICENSE #0050068 nruss Rate Institute, TR. is located at 593 D'Onofrto Drive, Madison, Wisconsin 53719). loos VAHNtswt DR.OVIEDo.n.3276e TOTAL 33.0 psf scale = 1.5123 Truss ID: Z2 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA a . u rs wn nvmuirn f 1CS. 08.20.02 DESIGN INFORMATION This design is for an Indlvldual bulldhtg component and has been based on infornatlon provided by the client. The designer d1mc1a_nas any responslblitty for damage as a result of faulty or incorrect tNormstion, spectit7tlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonmatbn as n may relata to a ape- cinc pnJect and accepts no responsibility ar exe-Ises no control with regard to fabrico- lkm, handling, shipment and installation of tresses. This truss has been designed as an individual building co"ponent in accordance with ANSI/'M 1-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the 1ullding designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local bolding codes, local clfiutic records for wind or anow loads. project spectfhattors or special applied bads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are conUnu- ously broad by sheathing unless otherwise specified. Where bottom chords in tension are no fully braced laterally by a property applied rigid ceiling. they should be braced at a mashawn spacing of IU-0' o.c. Connector plates stall be manufactured from 20 gauge hot dipped g h—lzsd steel meeting AS -TM A 653, Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrictlon, the fabricator shall rwlew this drawing to verify that this drawing is in canfarmma with the fnbrkato�a pima and to nahre a continuing responsibility for such vert Motion. Any discrepancies are to be put in wrtting before cutting or fabrication. Plate stall not be installed over knotholes, knots or distorted grabs. Members shall be cut for tight mttmg wood to wood bearing. Con- nector plate &hall be located on both faro of the truss with calla fully imbedded and stall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A 6.8 plate is 6' wide x 8' long, Slots (holml run pamallel to the piste length specified. Double cuts an web tnemben e1s11 reed at the centred of the webs unless olhenwtse shown. Connector plate ss are minbmum sties based on m the forashown and may need to be increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tmformation on Quality Control refer to ANSI/M I-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with'llandltrng Installing a Btacfng'. HIB-91. Trusses are to be handled with particular care during banding and bundlbrg. delivery and Installation to avoid damage. Temporary and permanent bmctng for holding trusses in a straight and phunb pos- Illon and for restating lateral forces sham be designed and Installed by others. Careful hand- kng is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bmctng during installation between tresses to avold toppling and domhuA ng. The supervision of enedfon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. concentration of construction Inds greater than the design loads shall not be applied to trussesat any ltme No loads other than the weight of the erectors stnW be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 B0T CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAR LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" T=-0.01" MAR HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 —,-qt be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, Vw 125aph, R. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Part L- 58.0 ft W. 3.3 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 paf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 ATY:3 .............. Joint Locations ............... 1) 0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAR. REACTIONS PER BEARING,' LOCATION----- %-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 DOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CCNNECTION PER SCHEDULE: Support 1 330# Support 2 190# Support 3 55# L I 3-4-0 11 1 2 6 0000 2-2-6 3-4-0 4 3 161# 3.50" 72# 2.50" 1, 1-1-9 0 4 3-4-0 63# 2450" (R1-1-7) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 312-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 WAKNINC4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcbtg shown on this drawing is not erection bracing, wind bmei ng, portal bmctng or similar bracing which is a part of the building deign and which must be considered by the building designer. Bracing shown ta for lateral support of truss members only to reduce buckling length Provisions must be made to anchor latent bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requf ed. (See HIB-91 of TPB. Titus Plate Institute. TPI, is located at 583 D'Onofrb Drive. Madison, Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: WO. Dwg: Truss ID: Z3 Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 usr v-no nr, n9- 917Ao_ I HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design Is for an tndtAdual building component and has been based on Infatuation provided by the client. The designer dgschtms any responsibility far damages as a result of faulty or incorrect information, specMmtlons and/or designs furnf hed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spr cinc project and accepts rm responsibility or Qteleistl nil control with regard to fabdca- lion, handling, shipment and installation of tenses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-190 and NDS-97 to be incorporated as part of the building design by a Building Designer (regbtered architect or pmfe lomal engineerl. When reviewed for approval by the buMbig designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local eldaatic records for wind or snow Inds. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are canthm. ousty braced by sheathing unless otherwise speemled. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 19.0"o.e Connecor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b in mnforvarnce with the [abrtm[ofs plans and to reallze a continuing responslbWty Car such verl• 0catlon. AM dL+aepancles are to be put in wnitbng before cutting or fabrication. Plates shall not be installed aver knotholes. knots or dbtorted Fain. Members shall be M for tight MlI ng wood to wood bearing. Con- nector phtm shall be located on both faces of the truss with nags fully tnnbedded and shun be sym. about the Joint unless otherwise shown. A 5x4 plate b 5' wide x 4' king. A 6x8 plate is W wide x it long. Sleds (ales) run parallel to the plate length spedned. Double cub on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes ae mWmum at= based on the forces shown and may need to be tnaeased for certain hand- ling and/or erection stresses. I'lus truss is not to be fabricated with fbe retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSWIPI 1-1995 PRECAUTIONARY NOTES An bracing and ensibn recommendations are to be followed t n accordance w%h'Handbng Installing A Bracing•. HB-91. Trusses are to be handled with particular ire during banding and bundling. deLly y and installation to avoidd damage. Temporary and permanent bracing far holding trusses In a straight and plumb pas- Ition and for misting lateral foam shall be designed and installed by others. Careful hand. ling is essenthl and erection bracing b ahv ys required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnong. The supervision of erection of tunes shall be under the control of persons experienced In the bntalhtbn of trusses. Professional advice shall be sought If needed Caneentratlon of construction loads greater than the design laid- shall not be applied to trusses at any time. No loads other than the welpht of the erectars shall be applied 1m trusses until after an fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Le, 0.00" D- 0.00" T. 0.00' MAX HORIZONTAL TOTAL LOAD DEPLECTIONt Te 0.000 MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSICN Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, CSiC, V- 1251tph, H- 15.0 ft, 1- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Part L. 58.0 ft W. 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf TC... FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 ATY:2 -------- _== Joint Locations........e:ann:=.. 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BCT PIN 1- 0- 4 21 0 -16 BoT H-ROLL PROVIDE UPLIFT CCNNE=cN PER SCHsDQLE: Support 1 175# Support 2 66# Support 3 16# L 1-1-8 L 1 21 0 1-1-8 Ilk4 3 89# 3.50" 25# 2.50" tree 1-1-8 21# 2. rr EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 171995 Over 3 Supports C/ L. Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32768 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or strnnar bracing which b a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length Provisiorn must be made to anchor lateral bracing at ends and spetllled locutions determined by the building designer. AddlUa al bracing of the overall structure may be required. fSee HB-91 of nM. r russ Plate institute. TPi, is boated at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Atta h with (1) 10d Poe -Nails Attach witb (1) 10d Toe -Nails Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 1.5123 Truss ID: Z4 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02