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309 Fairfield Dr 04-2785 CO
PERMIT ADD CONTRACTO►' ADDRESS Maronda Homes — 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUM) CRC 058496 PROPERTY OWNER ADDRESS 1211i1awam-1:i� 7 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE 1� SUBDIVISION PERMIT # OLf — d 7 XS DATE I9 PERMIT DESCRIPTION %L,Q� S ll v, PERMIT VALUATION SQUARE FOOTAGE En Iit � [Il�igfi 4Qf W i ,m City. of- Sanford Certificate of Occupancy This is to certify that the building located at 309 Fairifeld Drive for which permit number 04-2785 was issued and has been completed according to the plans and specifications filed in the permit, to wit a New Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff' Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz Engineering: D. Richards Public Works: I Crumpton Utilities: R. Blake Fire Department: Zoning: 03/11/05 03/11/05 03/11/05 03/23/05 Maronda Homes YYl'03/23/05 Property Owner Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: **** New Single Family**** 03/_ 04-2785 309 Fairfield Dr Maronda Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineeOS— ❑Fire ❑Public Works ❑Zoning ❑Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** New Single Family**** DATE: 03/10/05 PERMIT #: 04-2785 ADDRESS: 309 Fairfield Dr CONTRACTOR: Maronda PHONE #: Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Enginee ublic V ❑Utilities Fire ❑Zoning — NLicensing CONDITITS: (TO BE COMPLETED ONLY IF APPROVAL IS SMITH DRAFTING & SUR VE YING, INC. P.O. Box 4518 Deland, FL 32721 (386) 734-7047 /Y%c� // , 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Ile: Lot /_ / Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: F9l.QF/E� 40P/ ;Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford fuilding Code. Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION For Insurar" Company Use: ING OWNER'S BUILDING STREET ADDRESS (Including Apt., Unit; Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. CITY DESCRIPTION (Lot STATE Number ZIP CODE BUILDING USE (e.g.-Residential, Non-residential, Addition, Accessory, etc. Use !Comments area, If necessary.) 'li'Nrl6 FAM/L y 2Es/�ENTiAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ILI GPS (Type): ##.W or tf#.#tl###°) NAD 1927 L_I NAD 1983 LU Other �EcoQO O[AT I SGS Quad Map SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE GiTY of .S�iv o /Z029 SEM/.✓OtE Cay.✓TY �Lor�/OA B4. MAP AND PANEL B5. SUFFIX 86. FIRM INDEX 117. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER r , 1AW1,17, DATE EFFECTIVE/REVISED DATE ZONES) (Zone AO, use depth of flooding) 7Gc0a-5 E /9_95 APR/1- /7 /9yS B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1_1 FIS Profile 1_1 FIRM 1_1 Community Determined j_� Other (Describe): �A B11. Indicate the elevation datum used for the BFE in 89: tW NGVD 1929 �_i NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? i_J Yes JWNo Designation Date: �/� SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: J_iConstruction Drawings' i_JBuilding Under Construction' D§Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number _J (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations— Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified 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 provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum N&d/ /929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used app4 in a) Top of bottom floor (including basement or enclosure) 30.E ft.(m) o ❑ b) Top of next higher floor A- A _ ft.(m) � ❑ c) Bottom of lowest horizontal structural member (V zones only) N� . _ ft.(m) 2.S o It d) Attached garage (top of slab) 29..Ofl.(m) E 0 0 e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area.)(�C�TP. Z9. ft.(m) E 0 f) Lowest adjacent (finished) grade (LAG) 2 9. fl.(m) z' N ■ g) Highest adjacent (finished) grade (HAG) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade .��A ❑ i) Total area of all permanent openings (flood vents) in C3.h , 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. 1 understand that any false'statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIF.IER'S NAME LICENSE NUMBER TITLE COMPANY NAM /92E /o6,4/7' _—WI7W J�.�9FT/ Sd.2✓EYi�c�, jig . ADDRESS CITY STATE ZIP COD x -5/8 L OEQA&> �L oiz/G?A 3 z 7E2� �O SIGNATURE DA E TELEPHONE 2025 .386 - 3 —76?ftz FEMA Form 81-31, Janua 03 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information from.Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, andlor Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy'Number CITY STATE ZIP COPf Company NAIC Number ��✓Go/lo ��oe/o�9 3Z 77 SECTION D - SURVEYOR, ENGINEER, OR ARC141TECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS - I Check here If attachments SECTIOiV E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For -Zone AO and Zone A (without BFE), complete Items E1. through E5. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. ` E1. Building'Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is I—I_I h• (m)1_I-1 in. (cm) 1_1 above or 1_-_-1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building Is 1-1-1 ft. (m) 1_I_1in. (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is I_I-I h• (m) I_.I-I In. (cm) 1_1 above or 1J 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 accordance with the community's floodplain management ordinance? I I Yes I I No I I Unknown. The local official must certify this Information in Section G. SECTION F.- PROPERTY OWNER (OR.OWNER'S R&AESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Section§ A, B. C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -issued BFE) or zone AO must sign here. The statements in Sections A. 8, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATWE'S NAME r.. ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I_] Check here If attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thal local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G 1. 1_1 The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. 1_1 A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) o)` Zone AO. G3. 1_1 The following information (Items (34-139) is provided for community floodplain 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: 1_1 New Construction 1_1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _ ft. (m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: —ft. (m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS I I Check here if attachments FEMA Form 81-31. January 2003 Replaces all previous editions CERTIFICATE OF OCCUPANCY ;f , REQUEST FOR FINAL INSPECTION: ' II **** New Single Family**** ' I I I I I I I DATE: 03/_ PERMIT #: 0404_ ADDRESS: CONTRACTOR: PHONE #: 11 309 Fairfield Dr Maronda Jason 321-436-1020 u"Oi ti 03 �Cl Nr1 � 41 y I LA- 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 OFire ❑Pu lic Works ❑Zoning Utilit' OLicensing 6 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/11/05 14:25:32 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5=View detail Opt Description 269525' 32.19.31.516-0000-0050 309 FAIRFIELD DR PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE 2 SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2785 PD 8-25-04 SEE REC#7146 3/4"WA METER SET FEE $190.00 PD 8-25-04 REC#7146 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001_ CITY OF SANFORD Address Misc. Information Inquiry 3/11/05 14:25:42 Location ID . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5=View deta�; Opt Descrip ion CUSTOME SEkVICE NOTES CUSTOMER SERVICP NOTES 271153 309 FAIRFIELD DR Frew -form �qfo' 1pn 3/4'� t. MI S T 'FEE $190. 00 PD 8-25-04 REC#714� F2=Address F3=Exit FS=Special Notes F12=Cancel SA ITIT DRAFTING & SURVEYING, INC. P.O. Box 4518 DeLand, FL 32721 (386) 734-7047 2005 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 5 ; Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 30,9 zz=cr/�-,r/Aa- Id je5�-%vim. ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. / Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3087-0077 - NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE ; Kew the Instruogone on pages 1 - 7. A . PROPERTY OWNER INFORMAnON ER'S NAME BUILDING STREET ADDRESS (Including Apt., Unit, Sulu, endlor Sidg. No.) OR P.O. ROUTE AND BOX NO. 30 9 F�ie�i��,v O,eiyE CITY STATE and a Comments &me, For Inwrance Company Use: Polloy Number C614 +y 10 7n u ZIP CODE LATITUDE/1-ONCITUDE (OPTIONAL) HORIZONTAL DAT 10NAD 1927 I -_I NAD UM; 983 SOURCE: I—L OP9 (Typo):' , ( #tt° • #tl' • IN1.tll1' or tlq.illfpJui°) 1 L_I USGS Quad Map mother SECTION 8 - FLOOD INSURANCE; RATE MAP (FIRM) INFORMATION 81. NFIP COMMUNITY NAME a COMMUNITY NUMBER 92. CO 3. STATE C/TY 0,1= ,Sy9NFOl20 /0,0294 cSEirJ/n/�vuTY FG0.2/pA 84. MAP AND PANEL HUMBER 83. SUFFIX I B8. FIRM INDEX DATE 87. FIRM PANEL 08. FLOOD 80.FLOOD ELEVATION(S) /2//7CODGS ' � ,q /7,/.7�5,gwi EFFE TNE/REVISEO DATE i7, /995 ZQNESS) X (Zone AO use depth of flooding) �✓/� B 10. Indicate the source of the Base Flood Elevation (BFE) data or bass flood depth entered In 89. 1_I FIS Profile IJ FIRM I_I Community Determined . IJ Other (Deecrlbe): N 811. Indicate the elevation datum used for the BFE In 89:10 NGVD 1920 LJ NAVD 1988 I_I Other (Describe): 812. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwlse Protected Area (OPA)? L_I Yes Jo No Designation Data: _ i✓/�q SECTION C - BUILDINO ELEVATION INFORMATION (SURVEY REQUIRED C1. Building elevations are based on: JConstruotlon Drawings* I_JBullding Under Construction• " IIWINshed Construction 'A new Elevation Certificate will be required when construollon of the building is complete. C2. Building Diagram Number --,L_ (Select the building diagram most similar to the building for which this certincole Is being completed - see pages 6 and 7. If no diagram acc„raisly represents the building, provide a sketch or photograph.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, ARIAO Complete Items C9.a-i below according to the building diagram spadnod In Item C2. State the datum used. If the datum Is different from the datum used for the BFE In Section 8, Convert the datum to that used for the BFE. Show held measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or 89otlon G. as appropriate, to document the datum conversion. Datum A1,C✓_(,29.9 Converelon/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? L_I Yes No • a) Top of bottom floor (Including basement or enclosure) Z9 fl.(m) O b) Top of next higher floor _ N _ . _ III (m) O c) Bottom of lowest horizontal structural member (V zones only) _tq _ . _ fl.(m) • d) Attached garage (top of slab) 29.21 fl.(m) • e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area.) (16 CA.rs to • 0Lowest adjacent (finished) grade (LAG)Z9.0 fl.(m) .s 20 d g) Highest adjacent (finished) grade (HAG) 29. � ft.(m) r1 h) No. of permanent openings (flood vents) within 1 R. above adja nt grade N,/A ! "" 0 i) Total area of all permanent openings (flood vents) In C3.h ,sq. In. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This cenification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certity elevation Information. I Certify that the information In Sections A, B, and C on this ceRNicate represents my best efforts to Inte/pret the data available. 1 undersfand that any false statement may be punishable by fins or Imprisonment under 18 U.S. Code Secflon 1001. CERTIFIER'S NAME LICENSE NUMBER �S7HivG6Y E. �SaI/Thr A74.OS.N,0373a TITLE• ANY NAME ----- - �i26S/OE.✓T - --�/TN �.QAFT/.f1G t �Gl�l/6Y/.1/6 f.✓� _ ea '72F(o" %.9g— l!/Y/ FEMA Form 81-31.(1ar%►ary3ood See reverse side for continuation. Replaces all previous editions IMPORTANT: In thaso Spaoee, copy the cormspi?nding Information from section A. Fat Imurancs Company Us*: BUILDING STREET ADDRE63 (Including Apt., Unit, Sulfa. 11rWat , No.) OR P.O. ROUTE AND BOX NO. • Policy - CITY •• STATE ,,,I ,: ZIP 0009 Company NAIL Number 3 Z 7 7 SECTION D - SURVRYOR, RNGI, NEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community OMtdal (2) Insuranot, e9ent/company, and (3) building owner. COMMENTS Check h e if attachments SECTION E - BUILDING ELEVATION INFORMATION SURVEy NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT 11IF6 For Zone AO and Zone A (without BFE), complete hems E1. through E5. If the Elevation Cori to Is Intsadid for use as supporting Information for a LOMA or LOMR-F, Section C must be oompleted. El. Building Dlagram Number (Select the building dlagrafn rftost'slmlier W the building for which this4enificate Is being completed see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photopriph.) t E2. The top of the bottom floor (Ineiuding basement or enclosure) of the building Is L_J_J ft. (m) I—I_I in. (cm) U above or J_j below, (check one) the highest adjacent grade. (Use natural grade, If available,) E3. For Building Diagrams 6-6 with openings (see page 7), the next higher' floor or elevated Acor (elevation 0) of the building Is (m) IJ—Iln. (cm) above the highest adjacent grade. Complete hems C3.h and C3.1 on front.o(form. E4. The top of the platform of machinery and/or equipment servicing the Building Is I—I_I fL (m) U_I ln•'(cm) (_ J above or I_I below (check one) the highest adjacent grade. (Use natural grade, If evallable.) E6. For Zone AO only: If no flood depth number Is available, Is the lop of the bottom floor elevated In scorgance with the community's floodplain management ordinance? I I Yes I I No I-1 Unknown The local official must certify t information th Section O �.. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owner or owner's authorized representative who completes Sections A, P. C (Items C3.h and•C3.1 only), and E for Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO must sign here.. The etaternants In Sections A, S. C. and E are correct to the best of PROPERTY OMER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE • ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I J Check hsra It sttechments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. �31. 1_1 The information in Sectlon C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who Is authorized by state or local law to certify elevation Information. (Indicate the source and data of the elevation data in Cite Comments area below.)' G2. I _I A COMMUnity Official competed Section E for a building-tocated In Zone A (without a FEMA-lesued or oommunity-Issued BFE) or Zone AO. G3. 1_1 The following information (Items G4-G9) Is provided for community tloodplain management purposes. 64. PF-RMIT NUMBER - CiS. DATE PERMIT ISSUED ati. DATE CERTIFICATE OF COMPLIANCE'/OCCUPANCY _,l____ ISSUED G7, This penmil has been issued for: 1_1 New Conetruotion 1_1 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building Is: _ ft. (m) Datum: G9. BFE or (in zone AO) depth of flooding at the building site Is: t _ ft. (m) Datum: LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATLIRE Cr5A5MPN1'S TITLE TELEPHONE DATE I _ -I Ch*ok hero if attachments FEMA Form 81-31. January 2003 Replaces all previous editions V CITY OF SANFORD PERMIT APPLICATION Permit #: '0 It — ;L 7 k 5- Date: Job Address: 30 4 Fn; t A' e � d Description of Work: Se- e- A e , •>� Oa �> Historic District: Zoning: Value of Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkle la ✓ Pool Electrical: New Service — # of AMPS Addition/AIteration 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 #: i q (Attach Proof of Ownership & Legal Description) Owners Name & Address: t l a I' O h i. /70 �S / �� s %�G de — A J — T ,-- % 5--d (i Bonding Company: Address: ' Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: 600— _�L — 5a7e 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 dis state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Li FS 713. 3•�0 Signature of Owner/Agent Date Signatur f tractor/Agent Date of 1A ats Print Owner/Agent's Name rint one ctor/Agent's NaMe Signature of Notary -State of Florida Date Ig t `e of Notary- to Flo Date O J Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Zoning: (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: 00f40 ErtpMtM 3fl74M oonaed thru (e00)432.425 ti • Florida Notary Assn.. Inc . � __.. � '40m�IMPA NT . ISSUED SANFORD - ! ����N�m�~~ � STATEMENT NUMBER 104-76413 . DATE: - BUILDING PERM . ( Y) COUNTY NUMBER: ' UNIT ADDRESS: /�m- ---------- ' ��z�- TRAFFIC ZONE: JURISDICTION: _-- n: == ' SEC: TW ' ' ---------- ' PARCEL: 'Xx SUBDIVISION:TRACT: --------------- A : PLAT BOOK: ��^� P�+�r BOOK PA'--: ���� B---'----------------z�^ "= ���/ �u�n: LOT . _ ---' � '' ^c»��r " ----- OWNER NAME: D_ ADDRESS: ' L�-~ � APPLICANT NA���«c-'�--/�^��l/LL�����` �]/ '�� . n�: —�-�� ��~)- ---'=— ' ADDRESS: T7--------------------------------------��----------_ | ----------------________________________________________________ ' LAND USE CATEGORY: 001 - Single Family Detached House � TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction | -------------- ----------------------------------------__ | .�= u���r�/ ��TE FEE UNIT RATE PER ---------------------' N �k TYPE TOTAL Di TYPE DIST SCHEDULE DESC--� -''- '^'` �� . UNIT OF UNITS ------------------------------- � ROADS ----------------------------------------------- | -ARTERIALS Cb—WIDE O dwl unit $ 705.00 1 $ 7O5 O{ ROADS ^ ' ' -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142'0(, - | LIBRARY CO -WIDE D dwl unit $ 54.00 1 $ 54'00 . SCHOOLS CO -WIDE O dwl unit $1,384'00 1 $ 1,384'00 . AMOUNT DUE $ 2,285'00 | STATEMENT � RECEIVED BY: /� r— SIGNATURE: ' (PLE�----------- / ~�^ PRINT NAME) /| \ DATE: . �----- . NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND � ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** ' DISTRIBUTION: 1-COUNTY 3-CITY ' 2 APPLICANT � - 4-COUNTY � | / **NOTE** / PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH � ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT' ' PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER � TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR " � EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED Y FILING | A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING . SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY O« � OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE �. COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS � MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (4��) 665- '��� : / / ! PAYMENT SHOULD BE MADE TO: CITY OF SANFORD ! BUILDING DEPARTMENT . 300 NORTH PARK AVENUE . SANFORD. FL 32771 | ! PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE: | THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT TH '| LEFT OF THE'NOTICE. � TOP / ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** ' *******************SINGLE FAMILY BUILDING PERMIT************'******** | O �_ a � CITY OF SANFORD PERMIT APPLICATION Permit # : Date: July 7, 2004 Job Address: 309 FAIRFIELD DRIVE LOT 5 CELERY LAKES PHASE 2 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3.422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: of Ownership & Legal Description) Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie. Pelleerino Phone: (407) 659-3719 Bonding Company: I? I JUL L U LUU4 4.4 /e7 Address: ~ Mortgage Lender: I �� Address: Architect/Engineer: Tomas Ponce E,: Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. N TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 7/7/2004 Signatu of Own Agent Date Russell Keith Summers Print Owner/Agent's Name �'�att.W �_PVVkVO 7/7/2004 Signature of Notary -State Florida Date ......................................... tAURIE PELLEGRINO Comm# OD0232804 Expires 7/162007 �d�'r Bonded thru (BM1432-0254 .,4„�;,•� Florida Notary OwnerfAVAt'isr—T 10ersona))y Known to Me or Produced ID 7/7/2004 Signature o Cont r/Agent Date Russell Keith Summers Print Contractor/Agent's Name Aajujuj-AZ7/7/2004 Signature of Notary -State oP lorida Date ...........................� LAURIE PELLEGRINO Comm# 000232604 =moo xp I E,res 7/169007 i q:� - Bonded thru (en-432-4254' • '•?prr•`- Fonda Notary Assn.,inc Contrantw/Ag`M•is•_X....M ona'lly G;wn to Me or _ Produced ID APPLICATION APPROVED BY: Bldg( t L" Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: �S&v1o. �3 Permit # : 0 Job Address: CITY OF SANFORD PERMIT APPLICATION S� J Date: �� — g 2004 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 200 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 955 Keller Rd. Ste. 1500 Altamonte Sarines, FL 32714 Phone: 407475-9112 Contractor Name & Address: DANIEL G. PUGLISI 4005 MARONDA WAY SANFORD. FL 32771 State License Number: EC0001663 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. 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 constriction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. r f,� JUL - 8 2004 ! Signature of Own Agent Date to Contractor/Agent Russell Keith Summers Print Owner/Agent's Name 4), 0- 9 �1100 0 L, 1 2004 Signature of Notary -State 11fAorida Date .....................................see"..{ LAURIE PELLEGRINO ,o• ,",,,,, coming o=32E04 L E>D� 7/16R007 "k,:`� '= eonoed thru (8�1432�254; • ? n Florida Notary Assn.. Inc .i Ct�merlXjenri,•_X...Tersonatly Known to Me or _ Produced ID DANIEL G. PUGLISI Print Contractor/Agent's Name Signature of Notary -State JUL - 8 2004 Date JUL - 8 2004 egmmA OD0232"A c tom®EXPIreS .:..Inc - C4 Florida 5....................... Contractor/Agent is TX_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: VPF (1 " Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) • (Initial & Date) Special Conditions: Uv \ � CITY OF SANFORD PERMIT APPLICA JIUC _ 8 2004 Permit # : - / e� pp Date: •J�J` Job Address �.. wlr� .� .� r),�L �—'✓ ` Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: / ARY CARMACK 4005 MARONDA WAY SANFORD FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pelle no _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: 1 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 entities (such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property 8 2004 Signature of Owner/AAgent Date t Russell Keith Summers Print Owner/Agent's Name JUL - 8 Signature of Notary -State of I rida Date M...................................4 LAURIE PELLEGRINO comma 000232804 ��. • 9 � Irxpres 7/182007 9®a: gprgetl thru (800)432-4254 uw0 Florida Notary Assn.. Inc i Ow�eHR At'fS"'7C' 'PV&'d'na'A'y�ri6wri to Me or Produced ID of Florida Lien Law, FS 713. JUL - 8 2004 of Contractor/Agent Date GARY CARMACK Print Contractor/Agent's Name 2004. L - 8 2004 Signature of Notary-St*offlorid�Date �........................... GRINO .......� LAURIE PE LLE commA DD0232804 o� = E7tpua3 7/18/2007 41 6orWWthru(Sw)432-4254: • �+?a' Assn.. Inc Florida Notary Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg• 0 y Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 0 CITY OF SANFORD PERMIT APPLICATIgn Permit # L++ �� 1' r� Date: •tyL 1 9 ZOO4 Job Address: of-6 0" Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets y3 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (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: WILLIAM T. SELF 4005 MARONDA WAY SANFORD. FL State License Number: CFC057039 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-37)9 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: 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. N TI : In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUL 19 2004 JUL 19 2004 Signature o L0--.W4ent Date Signature of Contractor/Agen Date Russell Keith Summers Print Owner/Agent's Name UL Signature of Notary -State of 'da Date ............................................� LAURIE PELLEGRINO 31 t�4 Comm# OD0232804 ;$ 4 _ Exprea 7n8/2007 • ' j®ar Bonded d1N (8pp)432-4254 f _ `•, u wT Florida Notary Assn.. the 1.. • ... • .....•............... Ai Owner/Agentis _X_ Personally Known to Me*or _ Produced ID WILLIAM T. SELF Print Contractor/Agent's Name 9 2004 JUL 1 9 2004 Signature of Notary -State of ornu� ..... �............................. LAURIE PELLEGRINO Comm# DD0232804 • ii E EPres 7n&2007 e In Bonded ru (SW)432-4254: '® Florida Notary Assn. .... Inc �j ............i Contrat4Or/Agent is_X_•Personally Known to Me or — Produced ID APPLICATION APPROVED BY: Bld-- (16y Zoning: 1 (Initial & Date) (Initial & Date Special Conditions: Utilities: FD: (Initial & Date) (Initial & Date) A%aronda Homes AN EASILY OBSERVABLE BETTER VALUE/ 955 KELLF_R ROAD SUITE 1500 • ALTAMONTESPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® 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 5, 309 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. -4. RUSSELL K`EIT SYOMERS, CRC058496 MARONDA HO S, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 7TH day of JULY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. 4aAkA-"- Ag�'� NOTARY PUBLIC lose* ....IAURIE .PELLEGRINO ......• �. Comm# DD0232804 Eoar � s Exp,res 7116/2007 • i®+ Bled thru (600)432-4254: { ? n ..Iodda Notary Assn..Inc .t ............................. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 5 Subdivision: CELERY LAKES PH 2 Property Address: 309 FAIRFIELD 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). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.5. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x 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. M h. Square footage table showing footages: Garages/Carports 402 S.F. Porch (s)/ Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,422S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey r 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other l DATE: Wednesday, July 07, 2004 SIGNATURE: I</c (By Owner o tlihorized Agent) Legend of Symbols and Abbreviatlons: Boundary Lime Brg. : Bearing Centerline Cafc. : Calculated -- — : Right-of-way Una C.B. : Concrete Block ----- : Overhead Utility Lane Ch. Chord - - - - - - - - : Easement Une Cont.: Concrete A : Centre! Angte Const.: Construction ARC : Arc Length c/s : Concrete Slab Blk. Block Elev. Elevation Boundary Survey: Field Field Measured Fnd, Found Gov't.: Government LB. Licensed Business O.R. : Official Reoorda Pav't.: Pavement P.C. : Point of Curve P.C.C.: Point of Compound Curve f-A/12.F/ELD' DP_/,/E 50 R7w—, P.C.P.: Permanent Control Point P.T. Point of Tangency P.I. Point of Intersection R Radius P.L.S.: Professional Land Surveyor R.L.S.: Registered Land Surveyor P.O.B.: Point o1 Beginning R/W Right-of-way P.O C.: Point of Commencement Sec. Section P.R.C.: Point o1 Reverse Curve Str Septic Tank P.R.M.: Permanent Reference Monument T.B.M.: Temporary Bench Mark P.S.I. : Point of Street Intersection W/ With $cALE I = zoAW If 25i -C-0 P. K. IJpIt_ E LNo.NAI 1- r I 5E-rNolr_w' 77A5 LS--24g4 PL5CA 373L, Pt_e,T! ASSUMED p g CAf� 373(. P.C.P. A-r P.C. 'S00'21 43'E Pieta 8EAriMl I f�25.S8 Pt_AT C� �--�'O.Q•p' PLATE F,-IEL�_ - ��"'� �— FnEt_o TA13 LS- Z494 IQ >r P.C.P. A-r P.C. N,.. - ,* I t �N OO Z 11 �f- E (PLAT FIEt_o� 0. e FI D _- 4-44 . % I PLAT £ FIELD F,vo.S1d�EEleoD 0 _. _ f"w o, 5/6' EE Roo w�CA w/ CAP LS L4g4 C1TILITY 5 I PoJ�• tip T51 Eq SE/`IENT ��+ 1NV W Q . -w. W ,Alh ( Lj ppO�bs �G f}�/NKNF.4TFiQ �� 1 Q -L/a2e) c N o o a , DiZA /NA4 E EA 5 E/•r ElV T (S*SroE5) S " S PIJD•S 8~Q6EOD FCA Pas-z444 5 (SI w/ CAP t 5- E494 w O FENCE LINE C�FF/vcc L1,ve\ /.Z.WEST / Cz.o WEST �,tr-So.Oo PLAT c F/EL x PQ oc�.* 14' Z 3• w= P t •.T e LANS REVIEWED �"' W12E r`rjr r OF SANFOR D DESG�/PT/On1= Z.._o-r 5, CL-L.C/2-/ LAKnES, 014A5E Z A 5u13a/V/5toAJ ACCOeD1nJCj TD M A P /N Pe- A T &>o K e. 5, P& e E S Z 9 A /ter D 30 PLJ D L/ C J2E C C) rZ O S OF SEN1//vc7LE con , -y FL02/CIA , CERTIFIED TO: M A R O fJ D A -�A O M E S • 5 SMITH DRAFTING & SURVEYING, INC. 414-B. N. SPRING GARDEN AVE. DELAND, FL 32720 DELTONA, FL (386)734-7047 (386)789-2855 DRAWN BY: C J BON VA-rA REVISIONS: t,ncvv t.nncr: M. O. LITWIw11EC. SCALE: I' = Zp' DATE: JNB Z,9, 200¢ WON G- T4_o7-od- •1 I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief: and that this survey meets the minimum technk:sl standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17-6. Florida Administrative Code, pursuant to Sgctioi-472.027, Florida Statutes. / �lf ey E. S,m-'Ih Florida Registered Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. le=i r7 lid o .1:1 u "111 uy LI Ga d "; 11 Ira Ld LA of 1.911 1�� 1',-ai 'ENlltlLu COPY MARYANNE MORE! OLER►c OF CIRCUIT p0uRj sfr Inoul: oot� . , DepuTY ClErtaf • MARYANNE MOREE, CLERK OF CIRCUIT COURT SEMIN(ILE CCWTY BK 05377 FIG 0108 CLERK'S # 2004107687 RECORDED 07/09/2M ll141>i48 AN RECORDING FEES 1&98 RECORDED BY L McKinley %UL 0 9 20 NOTICE OF COMMENCEMENT c 0 LIInr4 tLrtM 0 W .I C W Z U0�� J 31 W LQ Jor 0LU In 3fata 3L L 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 5 309 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road Suite 1500 Altamonte Springs FL 32714 (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. Kamgf Title, 200 W. 1" St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322 9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEITH tUMIM Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. r LAURIE PELLEGRINO Notary Public comms000232804 Enlim 711e2007 iouuiiun.w....F�d •Notary Assn.Inc .i FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: WINB43B 5CL02 ADDRESS: 309 FAIRFIELD DRIVE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. is this a worst case? Yes _ 6. Conditioned floor area (ftl) 3004 ftl 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 312.0 ft' 0.0 ft' _ b. Default tint 0.0 fl= 0.0 ft2 _ c. Labeled U or SHGC 0.0 ft2 0.0 ft2 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent fl' c. N/A 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.1, 869.0 fl= _ b. Frame, Wood, Exterior R=11.0, 1194.0 fl' _ c. Frame, Wood, Adjacent R=l 1.0, 278.0 ft2 _ d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 1663.0 fll _ b. N/A c. N/A 11. Ducts _ a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 R _ b. Sup: Unc. Ret: Con. AH(Sealed):lnterior Sup. R=6.0, 140.0 ft tsuiiaer: I vx -tAr b n-p1 " _ Permitting Office: Czc►b 91a1, Permit Number: Q Y -d-)&S Jurisdiction Number: 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 34208 PASS Total base points: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: q4IJ16,4110.` DATE: JUL 1 hereby certify that this building, as designed, is in compliance with the FI da Energy C e. ` OWNER/AGENT- DATE: JUL - 7 2004 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 kBtu/hr _ SEER:12.00 Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 kBtu/hr HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 66.0 gallons _ EF: 0.88 we PT, _ BUILDING OFFICIALAANS RFvJEW� E_ nln DATE: CITY _ n_C A INcn FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 3004.0 25.78 13939.8 Single, Clear E 1.0 13.0 10.0 63.97 1.00 636.8 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2550.0 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.4 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1723.8 Single, Clear W 2.0 14.0 10.0 57.68 0.98 567.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.2 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.9 Single, Clear W 2.0 7.0 36.0 57.68 0.89 1840.7 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 As -Built Total: 312.0 17750.3 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 167.0(p) -31.8 -5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p -31.90 -5327.3 Raised 378.0 -3.43 -1296.5 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: -6607.1 1 As -Built Total: 545.0 -4646.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 64408.1 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) 64408.1 0.541 (1.079 x 1.150 x 0.85) 0.284 0.950 9987.2 64408.1 1 0.459 (1.079 x 1.150 x 0.85) 0.284 0.950 8459.7 58101.2 0.4266 24786.0 64408.1 1.00 1.061 0.284 0.950 18446.9 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@1FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 3004.0 5.86 3168.6 Single, Clear E 1.0 13.0 10.0 12.37 1.00 124.1 Single, Clear E 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 Single, Clear W 2.0 14.0 10.0 13.25 1.00 132.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 2.0 7.0 36.0 13.25 1.02 484.4 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 As -Built Total: 312.0 4002.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 167.0(p) -1.9 -317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 -0.20 -75.6 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: -392.9 1 As -Built Total: 545.0 1097.9 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeS/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 3004.0 -0.28 -841.1 3004.0 -0.28 -841.1 Winter Base Points: 7799.3 Winter As -Built Points: 11674.5 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) 11674.5 0.551 (1.068 x 1.160 x 0.87) 0.461 0.950 3054.0 11674.5 1 0.449 (1.068 x 1.160 x 0.87) 0.455 0.950 2451.5 7799.3 0.6274 4893.3 11674.5 1.00 1.083 0.458 0.950 5505.3 EnergyGauge"' DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 66.0 0.88 4 1.00 2564.00 1.00 10256.0 As -Built Total: 10256.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 1 18447 5505 10256 34208 PASS I' OQ THB ST,���" C � � a • qWA_ � a EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window areas .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier Is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint 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 MEASURES (must be met or exceeded by all residences.) 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 efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. Insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3004 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 312.0 ft' 0.0 ft' _ b. Clear - double pane 0.0 fl' 0.0 fl' _ c. Tint/other SHGC - single pane 0.0 ft' 0.0 ft' _ d. Tint/other SHGC - double pane 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent R=11.0, 378.Oft' c. N/A 9. Wall types a. Concrete, lnt Insul, Exterior R=4.1, 869.0 ft' _ b. Frame, Wood, Exterior R=11.0, 1194.0 ft' _ c. Frame, Wood, Adjacent R=11.0, 278.0 ft' _ d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 1663.0 ft' _ b. N/A _ c. N/A 11. Ducts _ a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: I Date: JUL - % 2004 l Address of New Home: City/FL Zip: Cap: 34.0 kBtu/hr SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 kBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 66.0 gallons _ EF: 0.88 PT, _ y�yoQ'Ct1S STgZ�oo nm a � � a 114 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPADOE EnergyStar *mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community AJaAQargiy' ersion: FLRCPB v3.30) Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL00502 5-2 FAIRFIELD DR ORO-CEL WINB4 RIGHT Fax (407) 321-3913 FL PE # 50068, INCHESTER B 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an enclosed buildino Truss ID Run Date Drawing Revie ed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Truss Layout �a7.0'� 4-11-01 Roof Loads - VT TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 A 4-1-03 Al 4-1-03 A2 4=1-03a Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 4-1-03 A5 4-1-03 A6 4-1-03 Floor Loads- A7 4-1-03 A8 4-1-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 4-1-03 B 4-1-03 B1 4-3-03 B2 4-1-03 Total 55.0 psf H 4-1-03 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" H1 4-1-03 J 10-9-03 J 1 10-9-03 PLANS REVIEWED CITY OF SANFORD .11A 10-9-03 J2 10-9-03 J2A 10-9-03 J3A 10-9-03 J313 10-9-03 J4 10-9-03 INV # DESC QNTY DATE: J U L 0 8 2004 J4A 10-9-03 18331 THD26 J413 10-9-03 18330 THD28 P 4-1-03 18360 SKH26R VI-10 4-1-03 18361 SKH26L VT11 4-1-03 18363 JUS26 18370 THJ26 4 SEAT PLATES, 4 0 v v 40-0 r r III �� i II T ' �� Al�/7 '`I T21-II Lu i z = it I; II II I I I I ' I I I w z = I I I I I i' I i l I A IT IJ31 J2 ' Li I J I J I J tJ i J1 i i J I J, it I I I II I I I I 'J N I m m CO �; a i .I I I; ¢ I a I IQ ¢ I ¢ a a I a N I ml ' i D SPACE ( JI I J I I _J .: I •-�--- � I — it — I - IA � II I II ODD SPACE - J1 I ODD _ SPACE I J1 J 7-0 J ��_ _ 'I I PAN'CEILING �I7-0 II i J1 I" jI i i i I i I I IJI J1 J21' I w I I r Lillo I I I I w I IRE I IQZ lj3i — Cl) a = I cli I I I VTi i �I II I _ cli \ I J4 J4E I L — — CONVENTIONAL FRAMED — — III N Cml — .J VW ZA4 NOL JTr I ; P — — - 14-0 8-4 l i JOB NUMBER: VMNB4 CUSTOMER' SSS i 1 ) i— JOB NAME: VVINCHESTER B 4 i 17-8 DRAWN BYt`y PITCH, 6/12 BEARING: 3.5" J U L 0 8 2004 DATE.3-21-03 1 OH12" LOAD: 33# psf CD v v A HIB-91 Summary Sheet COMMENTARY and RECOMMENDATION'S for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Histheresoorisibility ofthe installer(builder buildino contractor, licensed contractor, erecrororerection contractor) toproperty receive, unload store handle install and brace metal plate connected wood trusses to protect life and prooerty. The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based upon the collective experience of leading technical personnel in the wood 'CAUTIO'N-'Thi ;bi ilrier;:Eiuildingconiiactor;ficensed :cor�i<ra for arei;toiocerectiohcon racfoi.isadvised iQ 'btair%and.read'-the'entire:booklei"C"Ommentary. _ :and "Recommendations Sibr. lzindling,'.Installtng;Z' 'Bracini�?il�etafPEate.Co�eiec'ie, d _ o"6' dTrusses,;yfB-' 817.;from-Al ,6=%Frbss.PEat_ '4�T"(R) hlh' TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained here -in by building designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written Permission of the publisher. Printed in the United States of America. CAl7TI01�l:=Alltemporary:bracin j°should be no Eess. :'M Y.it • yaw, -re' +"l,. _ :y.. - .:.Y: tiTi�`.: _ .�ihan:2u4'; gra�eroarked�-lurnliec.::All"ea�s�nectioeZs; '�;` �:slioufd��6e�maeSewith:miniri�urri°of�2=96��:eisiEs-�:4-!! ,e t�ilsses:asstiriried:2:oncenteP:or 6essA6ia�iialti=p6}f. _ . ,. .. y, russe's shouId e1 connecfedao--e'thee;.in..,accof-: ifancezwit -!desig►i:i3rawings�prto r to�insi<'jilation: TRUSS STORAGE ^:CAUTjON=:T;assessnoiI¬Eie, . _.->.: err; .... •.y:>.fr�c:,..r:rt>,„g_i(yxr:.: l--Ott.(\•�3 �••-,: 6M ''"` ucilaadedron�rough'ferrair�..orun= everrsurraces wii166coufii:6augs -.,,• rur.. -`dartiegle:to tne'.tcr�ss: "'� _.. �°•,� - :CA'UTION:Trusses stoiedkhorizontalfy should;be max:: •�t'r::-� ':,. cktn R�to� Pceveni,ex cessive.lat_ra! - oited on; o 6endin ;and:dessen�:motsture �•�'���' �'•.:kr`a1NARtdIN6:�:D'o'nof�b�eak�6anding�uniihinstallaiion�' •'? �:Lr�'."'i,4.IL.�:�;_.. ..; ;ti::rl': S1-4i 1�1.e�.,-�\_ T�;•. i.`.'..t:.,q.,,{:-•. v�ru t.• v..v.• :'{ -t • • �•begins...Care�siiould:'.lie'�ezerctsedin :banefing•;;re';; ii' `-�CC;i'¢;.rf'�i'�l:�c --t3�1.•".•.t�.�-.. ,,,.^i-- - 4i;.i.:-' w, ':: - .�;�,moval;toaay.oid=shifiin _ >'=•.t. y-ramtored - UTION .•:Trusses'.$:�jierfiicali! 'sihouldi be'' y_. ' mowi - .A ' •�'4~• - •o r ..nt o�' `I rut 4? •�Riiaced y:Y�!,. :.F�� 1 ::�;'= �c -'..•t : _�I: j :' ::�.'V•.:- .11,1� r=lA^.. ti.:: wii.�- ;A', ., '.•I •, . `DA'NGER Z;Do-noVstere bUn es: `ri ht unless .l �Rt>r �, ^t fm,.t):n ik".^ _ _- •_rt`i n,.1 rw._a:; ro eel' abraced3 Do:not!tireakla�ncls unttl:bundl_s•? a�•n :--• ..•Yc te�y. .i ,T;;are,4placed-:in=a'statile�horizontalFposition:;=;.:�=.�� :'; Frame 1 l` §OMEC-HANIt Aso 0NSfiALt�TJO'N;;r or less \ �r less\ ` Tag Approximately Approximately` Line Tag g \ Line. '/z truss length 1/2 truss lea th Truss spans less than 30'. Spreader Bar/ Toe In —� Toe In Approximately ti] to i!: truss lenoth Less than or eaual to 60' Tag Line Spreader Bar I Toe In -`. _�� � Toe In Approximately ;/. to i, truss lenoth Less than or equal to 60' Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line i s• Strongback/ SpreaderBar / Tag Line Stronaback/ SpreaderBar At or above �I— mid-height Tag Line Aporoximatel\r L I Greater than 60 �equafe.rOF�:4L1??ir}sialE�iion.o't'`... _- . - - 'Y.ti,t:Gor711r1CGIUC 1.11,1GJ cart' t.,..�t+c-.. •Y!• _ �C.- _C7,_ -- --- ••p`n.-yr;i.rr:' aa.•fi•tfJ2`.V,..r...,.., ,.: •.,..., uIM1,, 4t:r,r- er• - .I/:r +<t:.�w +f-. ;..C+• it',:`. .,fh,'.`•f:._%i�•iLFx• �tl _.irk'1:::' __,1! .,,,,t.1x .L�y,-�w',h>,:•:N�,?•�' - yr' to .:.t4;.;'"' �' r aV,Fv ! ic...�. t ``r:''i'` - t' �? S STC1E'erRliflO.tftaQ:'�.wJCler`sDaclhl tIS.• OSSIbI_. .:{i'ii4L r:i 'r ;trusses; 'D'SB='89'".andi;in som . ca e - - - - 9.....,P. ,.. ;.:; �:;''c; :- a. a w �_,.... ,..� I :.i ,K .. ,. .. ,5•+..Y ..,� ..., 1. ._...-.:f. . .i .. e' _ ... .. ©fJ��!� `B?R•GI�6G:3Ulf_DE�G INT_?fOR CROl���'3��G1[��. UILDIN`�'E7� T =�IOF� '-•,_: , "n,� •.S I GBu,-•- ;op ::no -a? Tywcal vcnccal I — end Wnll 5d, LOT � -.-� ` ( ■tl�chme nt I Pton� \ ., :• t.,,�•_.�.__ r�'i-_.�- I .•�_,� r1 rig: .• �•� `\ -77 ', —� I t `�.., i,. Win• 1� . 1' ' tit%a. �3'�_r":;,f•..11�' \"• �; it t• I \t Ground brace II� _ GBI \ir I j`••�•�: ��; :�•-�;'IflT-� =— .,I �f '•.`:4 .l �l. I `•�GroundB vantcal (GEy) 4cr{alsi i, Soy.)or, Ono'd •� �1 i Ground brace II JJ L. / k j, Stir +' _ ^:a 'r'' • I \, it \ �' Imo' i. ci I diagonals (G8p)ILI 1']" i.. .. i ! .I •-- �,. .troae ollbttieud I �i li \ I +' I�lL ti. •I,`t.;� \��• ,��.. t w;'' 1. ' • '' "'-JC •. p ron'!i'P.i G��•(� �`{`�•'' ��``�(�)'(� Ground 7.' :' �, i!,•t• 'Ir X }• II_-1�-•.'` +(, N ii' 3 i .1�/J'/�_rI• Pt ai.' nU;� t' rr - �..: 1,`y �'•:..� \ vontca,- I l(GBy) .--s"�I ti:'Y•��. �} �y"'nl Ip+'c�: } �':s, •1�.:•7 _Pc•!.... •:ia ,:'i a c.E ^-:�J i.._..' .I7 IG.`•�:`•5:•�.nhA ... ...,.. Ptruaa of bra• cup of iruaae (EB) ttrut `J' S T) ntal tic member with c (HT) 12 4 or greater 7-1 ,z %!�XpAjj" , AMR XMT Top ciaordo flirt are laturally bracod can buckle ..o diiIgo- togetharano cause collapse inhere in no nal bracing. Diagonal bracing should be nailed to the U OcrBiO. of the top chord han purling are attached to the topside of the top chord. ,DD 'I Al :1TOP CHORD SPAN:SPACIIG(LBg) TOP'CHORID'-';'` 'BR A C E I A G. 0 N A � SPAC113, is.es SSpSp_ r PiDF T:SPF/HF Ur) io 213' 1 2.5 7 12 Over 28'- 42' 3.0 1 6' 1 9 I 6 Over 42'- 60' a.0 1 5- 1 D 1 3 Over 60' See P registered professional encineei DF Douglas Fir -Larch Sp Sp - Soutnern HinePFir HF Hem -Fir - Spruce - Continuous Top Chord All lateral braces 'a Lateral Brace Required lapped at least 2 trusses. ou r77777-77= - I' iP cht'0, TOP CHORDY' P `C DIAGONAL:13HAC Ej ''MINIMUM �EATERAI. 5 ;:IHF LID to 32' 4/12 81 zv I 15 Over 32' - 48' 4/12 6' 10 1 7 r 1 Over 48'- 60' I 4/12 51 4 Over 60' See a registered professional engineer L)J- - U0u g"Aas riF-Lal-1 r SPF - Spruce -Pine -Fir HF - Hem - Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required 7_7 trusses. 10' or Greater Attachment Required /X 12 5 F- 446- TROSS 12 4 or greater Botton at eacl soacin - I ... ........ Ok " "-%,s -e e -v r 6' e e /0 Permanent 0, continuous @)\,x lateral bracing PC., as specified by the truss engineering. CHORD I CE BPACE I 'BS) trusses] rWf81iff SP/DF"UI 20 15 10 -T I 7 6 4 'ofessional engineer SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braes lapped at least 2 trusses. `61VI Ch'" 0'R'-D'P!'-,*AV4= . I Cross bracing repeaved at each end of the building and at 20' intervals. --.WEBIEMBER.-'PLANE=,,�", rame 4 0. - _r I �t. Nk , �4`1:%K �p 11, 5r; , iilL, �LATERALC�B'RACE! P,CH RD' -BRACE IN -.0 VS PA N russ Up to n. 30 P. 16 10 Over 32' - 48' 42" 1 6' 6 4 Over 48' - 60' 48" 1 51 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir I V ,2X4/2x6j,rPA R A ,UE E L. "�,FHOgg . Top chords that are laterally braced can buckle together and cause collapse H there in no diago- nal bracing. Diagonal bracirrg should be nailed to the underside of the top chord when purlina are attached to the topside of the top chord. Continuous Top Chord Lateral Brace 7 Required 10' or Greater Attachment Required — �Tr 20, (Da sSeV SJ ,12 O.C. _L 30" or greater �Mqy -M iU,,:. -RT -4 -pZi `-Alloaler N� A E - ?� I TZ.1, QX n' '�.' - A The end -x diagonal brace , Si t D. F. :V. 04: FX! :2A for cantilevered trusses must be 4 WMI, I P s,ability and must be du e Fg. placed 6- on vertical both ends of the truss system. webs in line with the support. a. Wolhese! ...... :rpsulvih recoMmenc:lat-lons�cotj la ever.e,.,p 9��rbsses -d -.06;bUildin§ SU. ?Ma 4"x -R LLE'L!'tA6R[5!'Y" R U S..: TOP - Continuous Top Chord Top chordo that are laierally braced can buckle together, dc-ts--011-P"Ilthmnodi.g� Lateral Brace r i nal bracing. Diagonal bracing should be nailed R e a. u i red to tlic underside of the top chord when purlino I . . are mitachad to the tomide of the top chord. 10' or Giest=; Ltd A tlachm ent Recuired 30' S. 0. C. 1/12 Z, 7 W .... ... . ... .. " WE Trusses must have lum. ptr �FI:10 1,1 ale _MW ber oriented in the nori- zontal direction to use c"M this brace spac;ng. ®R End diagonals are—egRl5�tralif-- stability and must be clu—P-19- il both ends of the truss system. Frame 5 - .: .."k, � "z. .. -1 .%' .. 4 . ., I . I i ."r.1 j., TO-�CHORD;-',1,%' 1.4 61AGONAMB'RAC - i'MINIMUM E "'ISPACING'(D13 jspA6' usses Z7� 7 0.0 SF!-/DF(Q1-SPF/HFj Up to 24' 1 3/12 1 8. 1 17 1 12 Over 24'- 42' 1 3/12 7' 1 10 1 6 Over 42' - 54' 1 3/12 1 6' 1 6 1 4 Over54' I See a registered professional engineer OF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir C Diagonal brace also required on end verticals. Top 1horda that .,c letvaliy bra..d c.. b—Itht "Veti %arand caturocolinpatt iffharn is no diapo. ,-..I bracing. Diagonal bi ucing anaidd Lxt nailed to the underside of the lop chord when purfina ,are ntincl-d to the topaide of the top chord. MONO Tess PLUMB 12 g3r.o.r ter N All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace %quired 10" or Greater Attachment RequiredRequird WARNING: FaIIUi6"to,f,6IIoWthe9 p recommendations coijId result ih severe ere bersonal.1rijury- or dd miiagfe to -trusses es or buildings: Idings-. Truss Depth D(in) Lesser of D/50 or 2" Maximum Plumb Misplacement Line IKIS'tAL,'LATION' TOLERA'NC-E�S:" BOW Lenath L(in) _2e" 2' 36" 1 3/4" 1 3' 1 50" B4" 1.3/4" 1 7' 96., I 6, F-1 E77—z' s, OUT -OF -PLUMB INSTALLATION TOLERANCES. L(in) 50.1 114" 4.2' [_1.2011 1 2' I ez 1150" 3/4" 12.5' esser of '200 or 2" L(in) Lesser of L1200 o, 2" 2 0 0" 1 6.7- 250" 1-1/4" 120.0' 300" 1-1/2" ! 25.0-1 OUT -OF -PLANE 114STALLATION TOLERANCES. "D'Al 'j, J ' z,stPN scptb"aged. I1.V s ., ombnn,d r e, i2 tems AMRONDA EyST'EA€S 4005 Afaronda 1 cu. o,�7 Sanford, FL ,.. ! 1 (407) 321 •ow Fa-= (407) 321-3si y Date: M2rch 5, 2003 To: Dnilding Department Iron,: Maronda Systems Tomas -°once -Professional Ei nc ineer. State of Florida 9005006E Subject: Vahey Trusses All v di ley trusses labeled VT-1 thru 100 are covered under- the general in. the truss pacicaue signed and sealed by the engineer of record.The eonnectioas aDeoed ao�ted on the str actural info sheet of the plans. All criteria of the I -alley trusses are noted on the general sheet. If you have arty questions please feel Free to call at 407-321-0064. %fmn ely, ponce, P.E. Date. 3I 5fp 3 I - I MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design is for an L dhidual buUdOrg eompooenl and has been based on Inform.Uan provided by the client- Tim deslgcr dlsctatms arty responsibility for damages as a result of faulty ar incorrect. Information. spc.Uk.Uaro and/or designs furnished to the truss d-4:,— by the client and the correctness Or accuracy of this mfa®Um as It may mite to a spe- egic plgcci and accepts no responsibility ar ezerdsca rro control Nlb re- to [abrtca- Uon. bsrrd)mg, shipment and hctalhtion of bombes. This truss has been desipmd as an individual buMog compmer. in accordance with ANSI/'TPI I.1995 and NUS-97 to be Incorponlcd' as part of the building design by a Building Desigoc (registered a„-r.nech or PrdesstonRI cngnec). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In s&--t with the laced budding codes. local 41m 11c records fin wind - aoow )oads. pryed spaiBntlorus or special applied loads. Unless shown, tans has cod. been designed for storage ar o¢vpancy foods. The design assumes compression chords (rep ar bosom) arc continue oasly braced by sheathing unless otherWe .Pcdlled Where butioau chords in tension are not fully traced htcally by a properly applied rigid hcilh% they should be braced at a madmum spacing of 10'-0* o a Connector plate shall be manufamud from 20 gauge hot dipped galranlaed sled meeting ASiM A 653. Grade 40. unless otherwise Rhoar . FABRICATION NOTES Prior to fabrication. the fabricator shall revtew this drawing to verify that this drawing is in emformanca with ua rnbrto e. plans and to ra li•e a continuing responsibility for such verl- Omlmn. Any discepmeles are to be put In writing before cutting or fabrication. Plates shah not be installed over knotholes. knots or distorted gram. Meubers shall be cut for tight (Mtn& wood to wood bearing. Con- nector plates shall be located on both faces of the taw wOh calla tuUF imbedded and shall be sym. about the)olut unless otherwbe.hown. A 5x4 plate is 5- vide x 4- Img. A ®A plate Is 6' wide x ir boy Slots (holes) rib parallel to the plate Ien&Ur spe.01,A. Double cuts on web members shall meet at the eentrotd of the webs .unless otherwise shown. Connector plate sixes are mtatraum cairn based on the I. —shown and may need to be Ineteasd rib gertaln hand. ling and/or e—tion su esses. This truss is not to be fabricated with (he retardant treated hmber unless otherwise shown. For additional mfmmsbm on Quality Control Teter to ANSIrM 1-1995 PRECAUTIONARY NOTES AD bracing and credbn recanmcodatmru arc to be followed in vssrda ice with 9tandlbng Imtalltog a Bnctn(, I IIB-01. Trussesare to ba handled witb particular care during banding and bundlin& delivery and installation to avoid n' roageTemporary Rod permanent bracing for hoddiag trusses in a straight and plumb pm- Olnn and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essmlhl and erection bracing Is always requited. Normal precautlmmry adorn for trusses requli such temporary L—toil durtog installation behveen trusses to avoid toppling and dommotoy The supervision or credfon Of busses shall be under the control of pcnoas experienced in We mstallation of trusses. Rafessbral advice shall be sought if needed. Canceolrattoo of enmtnmtian leads peter than the design loads shall not be applied to muses at any time No Wads Other than the smight or the erectors shall be applied to trusses until aner all fastening shod bmang is completed MONO VALLEY VALLEY TRUSSEll COMMON VALLEY VALLEY TRUSSES (TYP.I SUFFORBNO TRUaaES SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. ��� 1+1 WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2t4 1214 OR 51e OR 416 316 VALLEY MEMBERS AT t 416 31e 4ie t 40 24 - O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 214 2X4 GREATER THEN 2e-0.0 lie 214 2tl 3d VARIES 2t4 214 UP TO T ti 0-0-4 lie 2:4 2t4 214 2X4 4t10 2t4 31e 2r4 2t/ Ire ate OR lie OR 2t/ t 4t6 OR t 4ie MAX. 5.0.0 O.C. (TYP) 2t4 MAX. 6.0.0 O.C. (TYP) MAX. TRUSS SPACING —1111. BELOW /e' O.C. I� SPANS UP TO 60-0-0 0,1 TOP CHORDS: 2X4 SP 12 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 92 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 SHOWN PLATES.ARE T120 CA TESTED PER ANSMI 1-1995 Cont. Support (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I990GREENBR001l CT.OVIEDO,FLa2780 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmemg. wind bracing, portal bracing or stm9ar 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 ProvhWns must be made to anchor lateral bracing at ends and specified homUons determined by hbe building designer. Additional bracing Of the Oven9 st-.t— hay be rrqud.d. (See HrB-01 of TPU. rY us_s Plate Institute. '[Pi. is hated at 587 D'Onafrio Drive. Madison, Wisconsin 53719). Studs ® 6-0-0 ox. Eng. Job:VALLEY Dwg: Truss ID: VT Dsgllr: TLY Chk: Date: 4-11-01 TC live 16.0 psf DurFac - Lbr: 1.25 TC De2d 7.0 psf Durfac - Plt: 1.25 BC live 0.0 psi O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: TOTAL 25.0 DESIGN INFORMATION This design is li.r an irdirhlual luibli,r cmnpl—M a w Ims hcen hasa) m inhrmuha p AM" by do clicnL Tlc dcsi..—Jis<I.i.ns am resptmsihililr for damages as a rep,h ,rn fwlly AN inicrreet inhnnuliim, ql Irmalinns udfor daignc fi—idrd to ttc visa &61.." by do clictd .nJ Ilse .,rreclnest w accuracy of d nus inhrsb.m w, u it y rotate 10 a y,c- ik sssa pruJca aNl ucccprs m resprmsihilllr. .r 5teriiscs noteonlnal With MI, d In ta wic.- ,I,m, handling, shipncN owl Inu.ila,htn of busses. This buss has heeo desiglad as ul InG,id.al Willing lau,ghaenl In aees..tuce Nigh ANSlrrfl 1-1995 ud NFIS-91 m be hclrp,.nnJ as pin of Ibc buibliui dofgn by a oul Wing Dahnlcr ire.10-rd architect AN p,nkai,wul am git), Wien rc•kwl for appru•al by the bufbllNg d.signo, gt.e dedgn IwJidg, dw. mind b<chated,u be sae Ihal it. data shAnm arc in pee - rilh lb- tool building eoJu, 1 c 1 ch"I.11c rc k( ab H m.w,r loadr, pnycet 4-drirali,m ur special appfI d Iwd.. Men shorn,. w= has n, bccn detigncd Inr raQgc v.rc,4..!y t_ld Tlc dcdgn summits nrn N=siun chords I np tv holm,) ue emd.o- ,udy 1-11 by dseahir,g .ndess wh. Ao, sdsedned. Where lwu„a, chords h, kasha are „m fully Lased 1.mIly hr . f up.rly applicd rlgil ecilb.g• rt¢r h-ld be bracxd a. At madlnum si,adag of ID'-0' O.C. CnanecLor plies doll be snuw.fawrd from 10 gauge hm .,in" C.lradaed 0-1 mtc,dng ASTM A 613. Dade 40. —L u wh.-ise damn. P'ABRYCATION NOTES hilt In fut.leallm, do fahfinlu Shall re•iew It d,awdog to •wily that this dnNiag is in eunhrn,anco w•Ilh the fdnicalnr't plans ud In rcllac • t,asdnulup resrymalhiliq din nth •ni- Ikallm. Area disereparcka ue w be pul In P W.3 la f... —1.Ir1r, n fahrie.li" rhrma doll nw he inuallcd urcr ktuwlado, k.ors rr dlsmrsd gndn. Mendwrr shall he cis, br t7gbl 001n2 --- m .•..d hcuing. C,a- ncehr pl..es dunk 1„cow ,m t..h f� r,f Ibc visas w•i,h roils fully lnd ddd and shall he tym..bw1 All. Jnlm u.deu mlcrNise d..rn A 5.4 plate i. S' Hide a i• l—_. A 6.1 plat is 6• rid.. 1- Iu.q. Sluts (hot") run parallel to the pine length gwdricd. Dwhle cu,t m .•ch mambas dull ncn to she ca:wold 1N ,le —bs unlen mbe,.A- show,. I:mtin:lor plait d,_ m midm.m ktau Lased.a it. forces ah,.a, ad M.y need w he I.e..aaed to, —,.I. haw. ling .,drug creek— aresscs_ This nus, Is not to be lab,kakd Mot Or. rttar wo 1.u1n1 lunshcr mkst .wl.o,ulse show. For mldilimoi inftumsth...a Qudily Conlrol rcfcr w ANSHIPI 1-199S PRECAUTIONARY NOTES All braclnp and ereelha rentmmenlmlows are In be follussvl in —,I, ..^ w•i,h •Iladling lavdli.q t @raei.,g', 14I11.91. Trusses arc m be ha.dld rids psnievlar el.<,luring handing and 1—flirt. Jcli" and imo-Ileum to said damage. lenywrary a.d lerma..cn hrxim fa IwdJiag rases In ■ nnlgM anJ plumb I.n• hi— atd fa r<ddig.g lacul form shall be d,d•rrA and Installed by nlicrs. Careful hanl- Il.g la essenlal .rd _hm I.aeb,g 1..1..aye reyuird. Mrnul prrxw,i,.nry aedm f,w grussa Ie4-IMS such h:mporary bluing .fall, Ilwd6,i.n Mm<.w wsa:[ Ia ■•aid hy,pling ■ud d,anin.Aing. TJic— saycg.lsl,m tdeleclila nl Ilusf[S shall he gmJcr the cmurnl nl pouirs crperkrccJ m rh< hm.11.J,a nl n,rta.. Pndnshanl d.k. shads be U-gh, if .¢.dcd. Gmeemmbal Id Ctlrtsarucd,a htads grater gbau it. dcdp, loads shall nw be ppIj •J In nuns al any limit. No I..d, miler tlun Jk ";.In (if 11w c¢alrs %roll Ic appdid w lmsses unll after all fastening and Mating h ra,mplacJ. ITIP BLOCKING MARONDA SYSI'EMS `�\1t1t111i I11 f 11111// q 1 i wNo. 00650068 a STATE OF , 0 F40RIOP: f11111111It HIP GIRDER 2x OF 1V0: IIIIPDE,rAIL 'I'I:IIIP OTY:1 BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN R OSB NOT TO EXCEED 2411O.C. TO BE NAILED TO TRUSSES w/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING /) /� / r �1 / / / rI� r / ► / ♦ rl. / r��/11, �) // �I / / ♦ r.►, r�� ♦ / / O• i / ///•' s Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK C r OVIEDO.FLJ2766 WARNING: READ ALL NOTES ON'1'IIIS SRTL'T. A COPY OF THIS DRAWINC TO BI? GIVEN TO ERFECTING CONTRACTOR. IIRACINC WARNING: Bralna [bma, on Ihit Ji aping is nisi crcuian hr.ning, ainl h-acing, plum undug ur similar M-Icing whit, is a parr ul tlm Isuilding Jcsi-_n uul Nhi,h mml he cunsiJs,d by Ilse tmihling design,. placing dum i, his hw,It n,pp,.1 .d a Im mcml s .mly In redm.e tmLLhng Icnkih. I`t visi,ms muss be ..sbu I.i1c"t Inuring al cad, and R-61ird I,.-[ d.k,nthrd by .l. huildhq dcsigmr. AtWidunl lusting All the 11 u01 slruetdi. may Ic ,.,ph'd. IS" IIIB.91 nl 7 Pp. ffruss Plate Institute, TPI, Is bcuied at 383 WOnotim Ol i•c, Madiwm. Wlatusin 53719). Eng. Job: Dtvg: Dsgnr:. Clik: TIC Live 16.0 psf •rC 1)catl 7.0 psf BC Live 0.0 lisf IiC Dead 10.0 psf TOTAL 33.0 usf WO: HIMETAIL Truss II): un, Dale: 10-20-00 DurFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Duiin: lfouir Annfni, JOB P.srH: CAT££-LOXIJOBJIMPOET—I HCS: 01.01.W DESIGN INFORMATION This design is for on Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cie project and accepts no responsibility or exercises no control with regard to fabrim- Don. handling, shipment and Installation of trusses. This truss has been designed as on Individual building component In accordance with AN51/TPI 1.1995 and NDS-97 to be Incorporated os port of the building design by o Building Designer (registered architect or professional engimeed When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In ogeement with the local building cod". 1 =1 climatic records for wind or snow Iwds, project specifications or special applied loads. Unless shmm, hiss has not been designed for storage or occupancy Iwds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASFM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is In conformance with the fabri=lor's plans and to realize a continuing responsibility for such veri- Bcallon. Any discrepancies are to be put In writing before culling or fabrinllon. Plates shall not be Wtalled over knotholes, knots or distorted grain. Members shall be cut for light tilling wood to wood bearing Con- nector plates shall be located on both laces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5N plate is 5- wide x 4' long A 6v8 plate is 6* wide x 8' long Slots flnoles) nun parallel to the plate length specified Double cuts on web mernbem shall meet at the centrold of the wets unless otherwise shown. Connector plate sizes are minmmum slzes based on lire forces shown and nnay need to be Increased for certain hand- ling and/or erection stresses This truss Is not to be fabricated with file retardant treated Iumher unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed Innecordanee wlth'Hnndling Installing 6 Bracing'. 1118.91 Truss" are to be handled with particular core during banding and bundling. delivery and Installation to avoid damage. Temporary and pemnonenl bracing for holding trusses In a straight and plumb pm - Mon and for resisting lateral forces shall be designed and Irulniled by others. Careful hand- ling is essential and erection bracing In ahvoym required Normal precautionary action for trusses requires such temporary bracing during instillation between trusses to avoid topplLlg and efominoing The supervision of erection of lnsso shall be under the control of persons experienced In Ilse Installation of busses. Professional advice shall be sought If needed. Concentration of construction loads greater than Ilne design Iwds shall not be applied to lasses at any time. No loads other than the weight of the erector sholl be applied to trusses unit) after ail fastening and bracing I, completed JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB a 1.15 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W- 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2768 0.48 2- 3 -2573 0.55 3- 4 -1912 0.50 4- 5 -1654 0.42 5- 6 -1908 0.51 6- 7 -2573 0.56 7- 8 -2768 0.55 ..BC...FORCE ... CSI 14-13 2426 0.51 13-12 2045 0.41 12-11 1651 0.30 11-10 2046 0.41 10- 9 2426 0.51 TI: A 9TY:2 __- c -- ===Joint Locations=====_======___ 1)0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H-ROLL Ilk 19-0-0 11 6-0-0 19-M I 2 3 6 8 0 5X8 4X6 0 y•%D 5,XIU 8X10 4X6 8X10 4X6 44-0-0 '14 13 i2 11 1'0 9 1-0-01498N 3.50" 1452! 3.50" (R0-11ie 44-0-0 EXCEPT AS SHOWN PLATES ARE, TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1489 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: B Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 1 svg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsgflr: TLY Chk: Date: 4-01-03 00 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing Is not erection hmemg, wind bracing. portal bracing or similar bracing which is a part of the buildhng 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 trussrn ns members only to reduce buckling length. Pr 1slomust be BC Live 0.0 psf ,, O.C. Spacing: 24.0" P g• TOMAS PONCE P.E. made to anchor lateral bmcmg at ends mid specified locations delermiued by the bulldog designer Additional bmcmg of the m 11 structure may be required (See HIB-91 of TPl1 BC Dead ]0.0 sf p Design Criteria: TPI LICENSE #0050068 fftuss Plate Institute. TPI• Is located at 583 D'Onofno Drive. Madison, Wisconsin 5.17191 Code Dese: FLA 100, VANNFSSA DR0VIED0.FL327GG I TOTAL 33.0 psf I V:09.05.02- 20499- f r,a„f,u IV. !Ally: L:IlrC-LUAUU/f31I1'/A'1f4V 11CS: 0320.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: Al QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to =__= _== __= ==,joint Locations=============_= This design is for an Individual budding BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1)= 0- 0-0 7) 32- 4- 8 13) 21- 2- 6 component and has been based on Information 2x4 SP #1 D 1 positioned to provide equal unbraced 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 provided by the client The designer disclaims 2x4 SP #2 D 2 segments OR 2x4 T-brace nailed flat to edge 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 any responsibility for damages as o result of orincorrect tionsof thstms3 WEBS: 2x4 SP #2 web with w/3"x 0.120" nails spaced 8" o.c 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 and/fault designer and/or designs furnished to the truss designer esignsfurnis furnished 2x4 SP #3 1,3,12 Brace must extend at least 90% of web length g 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 by the client and the carrectnessoraccuracy MULTIPLE LOADS -- This design is the 2x6 Brace required on any web over 141-011. 6) 27- 0- 0 12) 27- 0- 0 Of this Information as it may relate to a spe- composite result of multiple loads. All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- .. project and accepts no responsibility or exercises no control with regard to fabrlca- continuous) braced lidless noted otherwise. X-LOC Vert Horiz Uplift Y-Loc Lion. handling. shipment and Installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WnldLod per ASCE 7-98, C&C, V= 125 h, P rap 0- 1-12 1498 68 -1059 BOT PIN trusses. This truss has been designed as an Support 1 1059# H- 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 43-10- 4 1497 0 -1089 BOT H-ROLL Individual buildingeoinponent In accordance will, Support 2 1089# Bld Type= Enel L. 40.0 ft W. 44.0 ft Truss ANSI/TPl 1.1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf as part of the budding design by a Building L/999 Impact Resistant Covering and/or Glazing Req Designer (registered architect or professional Le-0.26" D=-0.27" T=-0.54" engineer). when reviewed for approval by the building designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE... CSI ..BC... FORCE... CSI must be checked to be sure that the data shown T- 0. 28" 1- 2 -5063 0.82 17-16 4588 0.96 are In agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 - 3059 0.71 16-15 4209 0.95 local climatic records for wind or snow loads. T= 0 . 14 ^ 68 3- 4 -1870 0.42 15-14 2051 0.45 pmject specifications or special applied loads. Unless shown, truss has not been designed for RMB = 1.15 9- 5 -1870 0.42 14-13 2051 0.45 storage or occupancy loads. The design assumes 5- 6 -1784 0.42 13-12 1873 0.32 compression chords Itop or bottom) are conunu- 6- 7 -2046 0.49 12-11 2128 0.38 ously braced by sheathing unless otherwise 7- 8 -2628 0.54 11-10 2460 0.48 specified. where bottom chords In tension ore 8 - 9 - 2900 0.50 not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'•0- o e. Connector plates shall be nnanufactured fmrn 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 vertfy that this drawing Is In conlommnae with the fabricators plans and to realize a continuing responsibility for such verl- flcatlon Any discrepancies are to be put in writing before cutting or fabrication. PLstes shall not to Installed over knotholes. knots or dlstoned gmin. Members shad be cut for tight fitting wood to wood hearing. Con - nectar plates shall be located on both faces of the truss with nabs fully Imbedded and shall be syhn about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long A 6x8 plate is 6' wide x 8- long Slots flnolesl nun parallel to the plate length specified. Double cuts on web members shall meet at the cat trafd of the webs unless otherwise shown. Connector plate sizes are minlnunm slzn based on the forces shown and nnay need to be Increased for certain hand- ling and/or erection stresses. Innis truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on BuaOly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recouunendat Ions are to be followed In accordance wllh'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 pm - Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing is essential and crectlon bracing is always required. Normal precautionary action for trusses requires such temporary bracingdurtng Installation between trusses to avoid loppdng and dominoing The supervision of erection of trusses shad be under the central of persons expertenced In the Installation of trusses. Rofesslonal advice shad be sought If needed Concentration of construction loads greater than the design loads shall not he applied to truss" at nny time. No loads other than the weight of the erectors shall be applied to truss" until after all fastening and bracing is completed. 9-3-2 0-4-3 Ilk 17-0-0 1, 10-0-0 1,17-0-0 1 2 3 5 7 8 9 5X8 3X4 4X6 u�su "s u OALU 4 A0 8-10-3 04-3 3.00 11 3.00 0-3� n 4-0-0 12-10-14 4-0-0 22-9-10 7 16 IS 14 13 12 Il 1 1498N 3.50" 1498# 3.50" 1-0'0 d (RO-11-11) 44-0-0 1-0-0 EXCEPT AS S1101VN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WIN84 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: Al CONTRACTOR. BRACING WARNING: Dsgitr: TLY Chk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANF-ORD, FL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or sbnllar bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321.0064 Fax (407) 321.3913 which is n pan of the bullding design and which must be cansldered by the building designer. Bract ng shown Is for lateral Support of truss members on to reduce buckling length. Provisions must be g by BC Live 0.0 Sf P• n O.C. Spacing: 24.0 TOMAS PONCE P.E. l br gspecified6' lateral a men ■t ends andbere uired.locati( determined the bulldln des) her. g g mode to an bracing Aamllonalbraeingarttheweranslrvewremayb<regwred. (seeFjlB-91afTPn. BC Dead 10.0 Sr P Design Criteria: TPI LICENSE #005(X)68 fnnas, Plate Ihasmme. TPI. is located at SW D'Onofno Dilve. %fudison. Wisconsin 53719). Code Desc: FLA 1005 VANNFSSA DR.OVIEDO FL32766 I TOTAL 33.0 psf V:09.05.02- 20500- uesian: Aldfn.r Anmysts !UH PAIIf: C:ITEE-L0KU0HSl1VINB4V HCS: 08 20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A2 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to _====Joint Locations=-=========== This design is for an indNdual but]dbng BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1)= 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 component and has been based on Information WEBS: 2x4 SP #2 positioned to provide equal unbraced 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0 provided by the client. The designer disclnbns 2x4 SP #3 1,10 segments OR 2x4 T-brace nailed flat to edge 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 any responsibility for damages os a result of g faulty or Incorrect Information, specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 and/or designs furnished to the truss designer composite result of nwltiple loads. Brace (rust extend at least 90% of web length 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141-0". ----MAX. REACTIONS PER BEARING LOCATION----- ofthisInfornationasitmayrelatetoaspe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type ct]lc project and accepts no respon sIbWly or H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1. 0 0- 1-12 1498 44 -979 BOT PIN exercises no control with regard to fabncr- PROVIDE UPLIFT CONNECTION PER SCHEDULE Bld e= Han. handling. shipment and Installation of Typ Encl L= 40.0 ft W= 44.0 ft Truss 43-10- 4 1452 0 -936 BOT H-ROLL trusses. This truss has been designed as an Support 1 979# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf individual building component In accordance with Support 2 936# Impact Resistant Covering and/or Glazing Req ANSI/TPI 1.1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: as port of the building design by a But]ding L/999 TC... FORCE-2797 ..CSI.46 BC...FORCE ... CSI Designer (registered orehdfo a professional L=-0.13" D=-0.14" T=-0.27^ 1- 2 -2797 0.46 15-14 2457 0.48 engineer) Whenrthedesign oadingsshown pproval by MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -2625 0.51 14-13 2130 0.40 building designer, the design loadings shown , must be checked to be sure that the data shorn T- 0.10" 3- 4 -2053 0.47 13-12 1858 0.37 ore In agreement with the locol building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -1790 0.39 12-11 2130 0.40 local eltmatic records for wind or snow loads. T= 0.05" 5- 6 -1790 0.39 11-10 2457 0.48 project specifications or special applied loads. 6- 7 -2053 0.48 Unless shown, truss has not been designed for RMB - 1.15 15 storage or occupancy loads. The design assumes 7 - 8 -2625 0.52 compression chards (top or bottom) are conlinu- 8- 9 -2797 0.52 ously bmccd by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigd cet]ing. they should be braced at a maximum spacing of Hy-0' o c. connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crude 40. unless otherwise shown. Ilk 17-0-0 10-0-0 17-0-0 11 FABRICATION NOTES 1 2 3 5 Ilk 7 8 9 Prior to fabrication, the fabncolor shall review --- this drawing to verify that this drawing Is In C.00 conformance with the bbricators plans and to -6.00 realize a continuing responsibility for such veri- 4X6 3X4 4X6 ficolton Any discrepancies are to be put In wrta ng before cutting or fabrfcotbn. Plates shall not be Installed over knotholes. knots or distorted gain. Members shot] be cut for tight fitting wood to wood bearing. Con- 3X4 3X4 rector plates shall be located on both faces of the truss with nags fully Embedded and shall be sym. about the joint unless otherwise shown A T 5x4 plate is 5' wide x 4' long A ex8 plate is 6' kl9-3-2 6X8 8-10-3 we x e' long Slots (holes) run parallel to 6X8 the plate length spcclfled. Double cuts on web members shall meet at the centmtd of the webs unless othewtse shown. Connector plate sizes 0-4-3 are minimum sizes based on the forces shown 0-4-3 and nnay need to be Increased for certain hand. I Ibng and/or erection stresses. This truss is not -x�- to be fabricated tithhen ise retarshown. treated 8X10 8X10 T lumber unless otherwise sham. For additional � 4X6 SX10 8X10 4X6 Information on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES At] bmcbng and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91 Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a slmlghl and plumb pos- Illon and for reslsling 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 InstnlLalion between trusses to avoid toppling and dominaing 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 needvd. con"ntmtlon of construction bads greater than the design loads shall not be applied to trusses at any lhne. No Inds other than the weight of the erectors shall be applied to trusses unit] after all fastening and bracing I, completed. 44-0-0 ,is 14 13 l2 11 10 1498# 3.50" 1-0-0-0 � 4` 1452N 3.50" (RO-I1-11) la 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 W,5 VANNtS.SA DR.OVIEDO.FL32766 WAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Flmetng sl- on this drawing is not erection bmcin& wind bmcbng, portal bracing or slmtlir bmcIng which is a part of the building design and which must be considered by the but]dbng designer. Bmcmg shown is for Lateral support of truss members only to reduce buckling length. Provisions must be u ode lu anchor lateral bracing at ends and speceled locations determined by the building designer. Additional bracing of the overall structure may be requtred (See HIB-91 of TPI). (Truss Plate Institute. TPI. Is locnled at 583 D'Onnfrin Drive. MadL-oa. WLaconsm 537IS). Eng. Job: WO: WIN84 Dwg: Truss ID: A2 Dsgnr: TLY CITk: Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20501- -.5„ .. -- n..,y,,, ,vn rnru. U:n1ce-LEyAuvu3ny1fvtf4V 1/CS 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specificallons and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Infomlallon as It may relate to a spe- cific project and accepts no responsibility or exercbes no control with regard to fabrm. Ilan, handling, shipment and installation of trusses This truss has been designed as on IndlWdual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer, the design la dings shown must be checked to be sure that the data shown art In agreement with the local building codes local climatic records for wind or snow loads. project specifications or special applied (cods. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are comInu- ously braced by sheathing unless otherwbe specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTTI A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabAeaUon. the fabricator shall review this drawing to verify that tills drawing is in conformance with the fabrimlors plans and to rcallze a continuing responsibility for such vert- ficallon. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be Irtstalled over knotholes. knots or distorted grain Members shall be cut for tight filling wood to wood bearing Carl. nectar plates shall be located on both faces of the tru s with nits fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5d plate is 5' wide x 4- long A 6x8 plate is S' wide x 8- long. Slots (holes) run parallel to Ule plate length specified. Double cuts on web member shall meet at the eenlrold of the webs union otherwise shown Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certabt hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and crectlon recommendations are to be followed in accordance with'Handling Installing b Bmchlg-. HIB-91. Trusses are to be handled with particular care during banding and bundWng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in o slnlght and plumb pm- Illon and for resisting lateral forces shall be designed and In"' Ued by of hen. Careful hand. ling is essenllaalw l and erection bracing is ays required. Normal precautionary ncllou for trusses requbes such temporary bracing during Inslallallon between trusses to avoid lopping and dominoing Tim supe-won of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design loods shall not be applied to trusses at any time No Inds other than the welght of the erectors shall be applied to tnusp until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D--0.25" T--0.49" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.13" RMB - 1.15 8-3-2 0-4-3 0-3-8 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W- 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iffpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -5364 0.71 2- 3 -3264 0.65 3- 4 -2522 0.58 4- 5 -2325 0.43 5- 6 -2117 0.35 6- 7 -2120 0.35 7- 8 -1920 0.37 8- 9 -2189 0.46 9-10 -2679 0.50 10-11 -2827 0.48 ..BC ... FORCE ... CSI 20-19 4902 0.78 19-18 4776 0.75 18-17 2875 0.42 17-16 2195 0.31 16-15 2406 0.37 15-14 2061 0.37 14-13 2211 0.39 13-12 2489 0.46 TI: A3 QTY:1 === ----- -===Joint Locations=====___==_==__ 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL 15-0-0 14-0-0 1115-0-0 1 2 3 5 G 7 9 10 If 0 5X8 3X4 2X4 3X4 dx6 -J I 3.00 LU r9 18 17 T6 115 1498N 3.50" 11-0-0-0 (R0-11-11) 1 ia 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 32 1 -0064 Fax (407) 321.3913 TOMAS PONCE P.E. I.ICENSE #0050068 IO05 w'ANNNE SA DR.6VIt:W.Fta27tffi Design: Afafrit Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is riot erectlon bracing. wind bracbng, portal bracing or similar bracing which is a part of Um building design and which must be considered by the building dolgner. Bracing showv n is for Literal support of truss members only to reduce buckling length. Provisions must be made to anchor talent braebig at ends and specified IocaUons determined by the building designer. Additional bracing of the meraU structure may be required. (See HIB-91 of TPII. fangs Plate Institute. TPI. is tamed at 583 D'Onnfrin Drive. Madison. Wlxconsbt 53719). JOB PATII. C:ITEf-LOKIJOBSI11'fN8411 76.00 Eng. Job: Dwg: Dsgur: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psr 11C Dead 10.0 psf TOTAL 33.0 7-10-3 0-4-3 121 1498# 3.50" (RO-I scale = 0.1457 Truss ID: A3 Date: 4-01-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA UCS: 08 20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on tnfornadon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specOlcallons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- elfle project and accepts no rmpomibWty or exemises no central with regard to fabrim. lion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building connponent In occundance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as port of the building design by a Bulldbig Designer (registered architect or professlonaI engineer). When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement with the local building codes. loot cli'mUc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design nssurnes compression chords hop or bolloml are conllnu. ous)y braced by sheathing unless olhenv Ise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10*4r o c. Connector plates shall be manufactured horn 20 gauge hot dipped galvanized steel meeting ASfM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwirng is In conformance with the fabricator's plans and to realize a contlnuing responsibility for such verl. flcatlon Any discreponelesore to be put In willing before cutting or fabrication Plates shall not Ire installed over knotholes. knots or distorted grain. Members stint] be cut for light fitting wood to wood hearing Con- nector p6 tes shall be looted on both faces of the miss with malls fully Imbedded and shall be sym about the joint unless otherwise shown. A 5s4 plate is 5' wide x a- long A 6x8 pule is 6' wide x 8' long Slots (holes) runt parallel to the plate length speclfled Double cuts on web members shall meet at the ceutmid of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the farces shown and may need to be Increased for certain hand. Ung and/or erection stresses This truss Is not to be fabricated with Ore relamlanl treated Iwnber unless otherwise shown For additional Irdorrnnllon on Quality Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection reconimendallons art In be tolIowed In accordance wIth "Handling InstaWng b Bracing', HIB-91. Trusses are to in 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- Illon and for resisting lateral forces shall be , designed and Imuttled by others. Careful hand- ling is essential and erection bracing is always .required. Normal precautionary action for trusses requires such temporary bracing during . instillation between trusses to avoid toppling and dominoing The supervision of ereeUon 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 Lards shall not be applied to Inusses al any It. No lads other than the .weight of tine er edam shall be npphed to trusses unt 11 after all fastening and bracing .13 completed JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# MAX LIVE LOAD DEFLECTION: L/999 L=-0.14" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB = 1.15 8-3-2 0-4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W. 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2828 0.44 2- 3 -2680 0.46 3- 4 -2190 0.42 4- 5 -2144 0.54 5- 6 -2144 0.54 6- 7 -2190 0.43 7- 8 -2680 0.47 8- 9 -2828 0.49 ..BC ... FORCE ... CSI 16-15 2489 0.46 15-14 2209 0.36 14-13 1915 0.33 13-12 1915 0.33 12-11 2209 0.36 11-10 2489 0.46 TI: A4 WTY:I == _==_= =====Joint Locations=====--===---== 1) 0-0- 0 7) 33- 8- 8 13) 22- 0= 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 4) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -984 BOT PIN 43-10- 4 1451 0 -940 BOT H-ROLL 15-0-0 14-0-0 15-0-0 1 2 3 5 7 8 9 0 5X8 2X4 5X8 Q OAIv anlu 4X6 8X10 8X10 4X6 44-0-0 7-10-3 0-4-3 '16 15 14 i3 1`2 11 1 1498# 3.50" (R0-11-11) I iQ 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 scale = 0.1489 (Maronda Systems 4005 MARONDA WAY SANFORD, FI_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IOW VANNESSA DROVIEDO.FL327W Defian: Alairir A,wlysit WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Oncing 3I rn n on this drawing is not erertlonr bracing, wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing sham is for lateral support of truss menibers only to reduce buckling length. Provisions utusl be made ca to anchor literal bracing at ends and specified lotions determined by the building designer. Additional bracing of the overall structure may be rarybed. (See HIB-91 of TPI) IT-" Plate Institute. TPI. is looird at 583 D'Onof to Drha. Madbuit. Wisconsin 53719) JOB PATH C:ITEF--LOKVOBSiIt7NB4V Eng. Job: DWg: Dsgilr: TLY Cllk: WO: WIN84 Truss ID: A4 Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 per O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:0 05 02- 205 3- 1105. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provlded by the edcnl. The deslgner disclaims any responsibility for damages as a result of faulty or Incorrect Information. spcclficallons and/or designs furnished to the truss designer by the client and the cartcclness or amumcy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and installation of trusses. This truss has been designed as an brdhidual building amnponent in accordance w7th ANSI/TPI 1-1995 and NDS-97 to be Incorporated u part of the building design by a Building Designer (registered architect or prolesslonal englneerl. when reviewed for npprowal by the building designer, the design loadings shown must be checked to be sure lhnl the data shown are In agreement with the local budding codes. ,.I cllmallc records for wind or snow loods. project. specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumo compression chords Ilop or bottom) are continu- ously braced by sheathing unle otherwise specified. Where bottom chords In lenslon are not fully braced laterally by a properly applled rigid ceding, they should be braced at ■ maximum spacing of 10'-U- o.e. Connector plates shell be manufactured from 20 gauge hat dipped gahantmd steel meeting AMI A 653. Code 40. unless olherwti. shown FABRICATION NOTES Prior to fnbri-lion. the fabricator shot] review this drawing to verify that this drawing is In conformance with the fabricators plans and to re llte o continuing responslbWly for such verl- flcatlon Any discrepancies are to be put In writing before cutting or fabrication. Plates shell met be Installed over knotholes. knots fir distorted grain. Members shad be cut for Light filling wood to wool bearing Con- nector plat- shad be located on both faces of the truss wllh nods fully Imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long. A 6x8 plate is 6" wide x 8- long. Slots (Irol-1 non parallel to the plate length specified. Double cuts on weh members shall meet at the oentrold of the webs unless otherwise shown. Conncclor plate sh- are minbmrvun sit- based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stress- This truss is not to be fabricated with fire retardant treated lumber unless otherwise shownr. For additional Infomation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erccUon reconunenda lions are to be,followed In accordance with -Handling Insta Ing A Bmcing•. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid daninge. Temporary and permanent bracing for holding truss- In a straight need plumb pos- More and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is -senllal and erection bracing is always required. Normal precautionary action for truss- requtre3 such temporary bracing during Installation between trusses to avoid topphng and doinaoing The sup,"islon of erecllon of trusses shall be under the control of persons experienced In the Instadauon of trusses. Prof -clonal advice shall be sought If needed Concentration of construction loads greater than the design loads shad not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to truss- until after all fastening rind bracing is completed JB: WINCHESTER B 4 AC: 1 Oft UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of tmtltiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T--0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB - 1.15 T WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# ..TC... FORCE ... CSI 1- 2 -5380 0.73 2- 3 -5324 0.85 3- 4 -2785 0.54 4- 5 -2753 0.42 5- 6 -2448 0.36 6- 7 -2452 0.38 7- 8 -2062 0.42 8- 9 -2368 0.60 9-10 -2808 0.63 ..BC ... FORCE ... CSI 18-17 4907 0.71 17-16 2980 0.64 16-15 2435 0.51 15-14 2846 0.45 14-13 2339 0.45 13-12 2457 0.46 12-11 2460 0.47 TI: A5 9TY:1 == ===== --===Joint Locations=============== 1) 0-0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 b Ilk 18-0-0 13-0-0 1 2 3 1 5 6 7Ih 9 I r6 00 3.00 I 0-3 5X8 3X4 2X4 6X8 4X6 I 3.00 Q o..,o 01%lu 4X6 640-3 0-4-3 4-0-0 b 12-1044 1, 4-0-0 1, 22-9-10 18 l3 12 ll 1493// 3.50" 17 16 15 14 111-10-0 1498N 3.50" (RO- 44-0-0 10-01�I(Rp_11.11) EXCEPT AS SIIO%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 WS VANNESSA D0.0VIEDO.F1.32766 n...... Ann,... 2 _1...:. WAKr41NU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erecllon bmcog. wind bracing portal bmchng or similar bracing which is a part of Une bulldog design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provislons must be made to anclnm Wd 1 bracing at ends and specified locations determined by the buddlrmg designer. Addalonal bracing of the memd structure may be required (See HIB-91 of TPI). CT-, Plate Institute. TPI. is localyd eel 583 D'Onofrto Drhe. Mudison. Wisconsin 537191 Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psr TIC Dead 7.0 psf BC Live 0.0 psf RC Dealt 10.0 psf TOTAL 33.0 Dsf Truss ID: A5 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS.- 03.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the commtness or accuracy or, It f,It Is Information as it may relate to a spe. cdLc project and accepts no responsibility or exercises no central with regard to fobrio- t1on. handling. shipment and Installation of trusses. This I— has been designed as an IndMdu"I building component In accordance will, ANSI1TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer Iregtstered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the darn shown are In agreement with the local building codes. local climatic records for w tad or snow Inds. project specifications or special applied loads Unless shown. truss has not been designed for storage or occupancy bads. The design assumes comp-slon chords (lop or bottom) are cootinu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied dgld telling, they should be braced at a maximum spacing of 10'-0' o c. Connector pL tes shall be manufactured from 20 gauge hot dipped gilvanixed steel meeting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fobncaIIon. the fabncalor shall review this drawing to verify that this drawing is In conformance %ith the fabricator's plans and to realize o continuing responsibility for such ven- f Callon. Any discrepancies are to be put In uniting before culling or fabrication. Pima shall not be Installed m•er knotholes. knots or distorted grain Members shall be cut for tight filling wood to wood bearing Con- nector pL les shall be located on both face of the truss with ..it. fully Imbedded and shall be synn. about the joint unless otherwise shown A 5.4 plate is 5' wide x 4' long A Gr8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web mer"bers shall meet at the centrals of the webs unless otherwise shown. Connector plate sizes are mlnlmum sties based on file force shown and may need to be Increased for certain hand - Lung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber .,,less otherwise shown. For additional Information on guallly Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmmendatlou are to be followed In accordance with "Handling Installing S 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 pas. Ilion and for residing lateral form shall be designed and Installed by others. Careful hand. Wig Is essential and erection bracing is allays required Normal precautionary action for trusses require such temporary bracing during installation between trusses to avoid toppling and dominoing. The supen•islon of erection of trusses shall be under the control of persons upenenced In the InsiaW illon of trusses. ProfesslonaI advice shall be sought If needed. Concentration of construction feeds greater than the design loads shall not be applied to louses at any time. No Imds other than the weight of the ercclors shah be applied to trusses until aner all fastening and bracing Is completed JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 943# MAX LIVE LOAD DEFLECTION: L/999 L=-0.15" D--0.16" T--0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 F 6.00 T 7-3-2 0-4-3 WO: WINB4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.12011 nails spaced 81r o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 44.0 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 -2811 0.62 15-14 2462 0.47 2- 3 -2360 0.58 14-13 2459 0.41 3- 4 -2057 0.44 13-12 2399 0.43 4- 5 -2442 0.45 12-11 2399 0.43 5- 6 -2057 0.44 11-10 2459 0.41 6- 7 -2360 0.59 10- 9 2462 0.47 7- 8 -2811 0.63 TI: A6 QTY:1 = ==Joint Locations===== ___ ======= 1)= 0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0- '0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 76 -1000 BOT PIN 43-10- 4 1452 0 -943 BOT H-ROLL 4X6 3X4 6X8 dyA '15 14 l3 1`2 1498# 3.50" 1-0-0 L (RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO F1.32766 Design. Moira Anah•sis WAKNIN4: 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 bmeung, wind bracing, portal bracing or Blind— bradng which is a pan of Lite building design and which ,oust be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length Pra lsions must be made to anchor laleml hmctng at ends and specified localluns determined by One buddingdesigner. Additional bracing of the overall structure may be required. (See HIB-91 ofTPII. (Truss Plate Institute, TPI, is located at 583 D'Onofno Drove. Madison. Wisconsin 537191 JOB PATH: C:ITEE-LOXUOBS1111A'B4V 8X10 0 3X4 0-4-3 4X6 1452J/ 3.50" 6-10-3 scale = 0.1489 Eng. Job: g Dwg: Truss ID: A6 Dsgilr: TLY Cltk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, BC Dead to.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V•0 05.02- 2050 - TICS: 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A7 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to = _=__ ==Joint Locations=====_=______== This design is for an Individual budding BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0-0- 0 7) 33- 0- 0 13) 17- 2- 6 component and has been based on Information WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 provided by the client. The designer disclaims for damages 2x4 SP #2 2, 4, 6, 8, 9 segments OR 2x4 T-brace nailed flat to edge g 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 any responsibility as a result of faulty or lncomct information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 and/or designs fumished to the imas designer composite result of multiple loads. Brace !mist extend at least 90% of web length 5) 21- 2- 6 11) 33- 0- 0 by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14'-0". 6) 27- 1- 3 12) 21- 2- 6 ofthis lnformauonasitmay relate toaspe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125fllph, ----MAX. REACTIONS PER BEARING LOCATION ----- -reuses project fabrics- control with regard tnslb ity Tics- no c dual with H. 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz lift Y-Loc Type tion. hes li and In to lion. handling. shipment and Installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss 0- 1-12 1498 70 -1005 IN BOT PIN trusses This truss has been designed as an Support 1 1005# in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf 43-10- 4 1498 0 -1041 BOT H-ROLL individual budding component In accordance with Support 2 1041# Impact Resistant Covering and/or Glazing Req ANSIrml 1-1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: os part of the budding design by a Building Designer (registeredarchitect professional L/999 .. TC... FORCE... CSI ..BC... FORCE... CSI re a h cnlpneerl When reviewed for approval by the L=-0.30" D=-0.31" T=-0.62" 1- 2 -5443 0.78 16-15 4985 0.77 building designer. the design loadbhgs shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -3056 0.90 15-14 4534 0.75 must be checked to be sure that the data shown T= 0.28" 3- 4 -3379 0.68 14-13 2691 0.48 care in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -2901 0.41 13-12 3492 0.58 local cWnatic records for wind or arm lads. project speeiflcattots or special applied foods. T= 0.14" 5- 6 -2906 0.50 12-11 2714 0.60 unless shown, truss has not been designed for RMB = 1. 15 6- 7 -2224 0.44 11-10 2456 0.57 storage or occupancy loads. The design assumes 7- 8 -2532 0.52 compression chords (top or bottom) are continu- 8- 9 -2791 0.55 ously 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 minimum spacing of Id-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless othenvtse 31- FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b In conformance with the fabricator's plans and to realize a continuing responsibility for such very i catlun. Any discrepancles are to be put In writing before culling or fabrication Plain shall not be Installed wet knotholes. knots or distorted grain. hlenibers shall be cut for light fitting wood to wood herring. Can. nectar plates shall be located on both faces of the truss with nalls fully brhbedded and shall be sym. about the Joint unless otherwise shown A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long SloLs (holes) nm parallel to the plate length specified. Double cuts on web member had meet at the cenlrald of the wets unless otherwise shown Connector plate sties are mintmnun 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 Far additional Information on Quality Control refer to ANSIMI 1-1995 PRECAUTIONARY NOTES All bracing and erection recamnnendallons are to be followed In accordance with 'Handling InslaWng ✓y Bmctns. HI8-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- tilon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essentlal and erection bracing Is always required Normal precautionary action for trusses requires such temporary bracing during hnsla8allon between trusses to amid toppling and donntnoIng The sup -Won of erecllon of asses shag be under the control of persons experienced In the Installation of trusses Professional advice shag be sought If needed Concentration of construction loads greater than the design Inds shall not be applied to hisses at any time. No loads other than the weight of the erectiom shall be applied to trusscs until after all fastening and bracing Is complcicd 1-0-0 22-0-0 11-0-0 1 21 4 5 6 g 9 0 r 0 5X8 3X4 6X8 - 3X4 4X6 ��^�� 0A1V 4A0 T 5-10-3 0-4-3 1 3.00 1 (3.00 0-3-5 II � n 4-0-0 1, 12-10-14 1, 4-0-0 k 22-9-10 11 6 15 14 1 1 11 1 1498# 3.50" 100 le 44-0-0 1L 100 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: B Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: A7 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 4-01-03 4005 MARONDA WAY TC Live 16.0 psf Durfac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 i ae O.C.Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shorn Ls for Literal support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf p g TOMAS PONCE P.E. made to anchor Literal bracing mt ends and specifled Inarllons determined by the building designer Additional bracingoftheove,a! structure may berequired. (See HIB-91 of TPII BC Dead I0.0 r ps Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI. is 1n 1l i at 583 D'Onafrta Drive. Madison. W6e-sin 53719) Code Dese: FLA 1005 vANNESSA DR.0"EDOXI-32766 TOTAL 33.0 Psf V:09.05.02- 20506- ; ues"r nrmrcr Analysis 10H !A/ff: C 11E&L0XU08SIW/N84V HCS: 08.20.02 DESIGN INFORMATION This deslgn is for on IndMdual building component and has been based on Information provided by the client. The designer disclaims any responsibility far damages os a mull of faulty or hicorrect Information, specific' lions and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cinc project and accepts no responsibility or "emises no control with regard to fabria- tion, handling, shipment and Installation of truss". This truss has been designed as an Individual building component in accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building cod". local cthTwM records for wind or snow Imds, project speclllcaMorts or special app8ed loads Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are canllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ore not fully braced laterally by a property applied rigid c Uing, they should be braced at a m xximunm spacing of I0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri. fication. Any discrepancies are to be put In writing before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nabs fully bnbcdded and shall be sym about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6s8 plate is 6 wide x 8- long Slots (hot") run parallel to the plate length spectned. Double cuts on web ember shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are ntnhnurn sizes based on the fom" shown . nd 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 o I"rwise shown For additional hdormalian an Quality Control For to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InsmWng & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to mold danmage. Temporary and pennanenl bracing for holding trusses In a straight and plumb Pos- Itlon and for resisting lateral forces 31138 be designed and Installed by others. Careful hand. Ling is essenlla) and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during 81stalhLion between trusses to avoid toppling and tninob,g The supewlsi , of erecton mf trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration or construction loads greater that, the design loads shall not be applied to trusses nt any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing I, completed JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x6 SP WEBS: 2x4 SP 2x4 SP AG: IU# UPLIFT D.L. #2 #2 #3 #2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 944# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.19" T=-0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.1111 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of imlltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -2782 0.53 2- 3 -2520 0.50 3- 4 -2212 0.41 4- 5 -2924 0.47 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 ..BC ... FORCE ... CSI 14-13 2449 0.52 13-12 2697 0.55 12-11 2697 0.55 11-10 2449 0.52 TI: A8 QTY:1 ___= _= ===Joint Locations==========___ == == 1) 0-=0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 . 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0- 0 10) 44- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1003 BOT PIN 43-10- 4 1451 0 -944 BOT H-ROLL 11-0-0 11 22-0-0 11 I1-0-011 1 - 2 4 5 6 8 9 1 6.00 --� _6 00 1 n 4X6 3X4 6X9 lyd AVf OA1V SX10 't4 13 12 1498N 3.50" 1-0-0-0 (RO-Il-I I) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF-"A DR0VI:D0.FL327GG Design: Afvrfir Aenlysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bmcmg, wind bracing, portal bracing or similar bracing which is a par 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 mute to anchor Literal bracing at ends and specified luwlluns determined by the building designer Additional bracing of the overall structure may be required. (See HIB-91 of TPI) frruss Plate Institute. TPI, is loaned at 583 D'Onafrio Drive. Madlsnn. Wisconsin 537191 JOB PATH: C:ITEE-LOKUORS WIN84V 8X10 4X6 T 5-10-3 0-4-3 Tr� I 11 10 t452N 3.50" scale = 0.1489 Eng. Job: : Dvrg: Truss ID: A8 Dsgitr: TLY Clik: Dafe: 4-01-03 TIC 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 to.0 Psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:0 05 02- 050 - 1 HCS. 08 20.02 DESIGN INFORMATION This design is for an indlAdual building component and has been based on Information p"Vlded by the client. The designer disclaims any responslblity, for damages as a result of faulty or trimmedlnforoallon. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape. chnc project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and Installation of trusses This truss has been designed as an indhvwuaI building component In 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 engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure Urat the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. p Jeel specifications or speclaI applied loads. Unless shown. truss has not been designed for storage or occupamy loads The design assmnnes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords Intension are not fully braced laterally by a properly applied rigid eelllng they should be braced at a maxhnum spacing of 10'-W o.e. Connector plates sinll be manufactured from 20 gauge hot dipped gahanued steel meeting A-STM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 9,11 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043# MAX LIVE LOAD DEFLECTION: L/999 L--0.37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.15" RMB = 1.15 Prior to fabrication. the fabricator shall review this drawl"g to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such v I- neatlon. Any discrepancies are to be put In wilting before cutting or fabrication Plate shall not be Installed mer knotholes. knots or distorted grain Members shall be cut for tight fitting wood to wood b-,i,ng Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be about the Jahn unless olhemise A 5x4 late 13 Sx1 plate Is 5' wide x 1' brag A 6xE plate is 0- wkle x 8- long, Sloss (holes) rum parallel to the plate length specified. Double cuts on web members shall meet of the canhold of the webs unless othenvise shown. Connector plate sizes 5-3-2 OA-3 arc minimum based the forces wn nh fie to b and may need to be increased For Certain hand - se an Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Far addltlonol infomnalbn on 9uaUly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with "Handling Inslalling a Bnchq(. HIB-91. Trusses arc to be handled with parUcular care during banding and bundling. delh•ery and butnllatlon to avoid damage. Temporary and pemanenl bracing for holding trusses in n straight and plumb pos- Itlon and for reslsting lateral forces shall be d—Igaed and Installed by others. Careful hand- ling is essential and erection bracing Is always requhed. Normal precautionary action for trusses require such temporary bracing during Installation between trusses to avoid loppbng ■nd dominoing The supervislon of erection of trusses shag be under the control of persons experienced In the hlslalbilon of trusses Professanol advice shall be sought If needed. Concentration of construction loads greater than the deign Inds shall not be applied to trusses at any time. No lands other than the welght of the vectors shall be applied to I—— until after all fnslening and bracing is completed. 3.00 I 0-3-8 I� WO: WINB4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace (mist extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C4C, V- 125mph, H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 40.0 ft W- 44.0 ft Truss in 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 -5382 0.66 19-18 4919 0.75 2- 3 -3342 0.56 18-17 4480 0.71 3- 4 -3041 0.46 17-16 3764 0.62 4- 5 -4339 0.51 16-15 4489 0.69 5- 6 -3538 0.52 15-14 3544 0.58 6- 7 -3291 0.50 14-13 2307 0.40 7- 8 -3291 0.58 13-12 2507 0.46 8- 9 -3291 0.58 9-10 -2632 0.45 10-11 -2840 0.47 TI: A9 9TY:1 =- __===== =e:Joint Locations=============== 1) 0 0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9- 0- 0 10) 39- 0-12 17) 9- 0- 0 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 85 -999 BOT PIN 43-10- 4 1498 0 -1043 BOT H-ROLL 10 6.00 4X6 3X4 3X4 3X4 3X6 7YA eves I 3.00 19 118 17 116 T5 - 1498# 3.50" 1100-00 (RO-I1-1 )) I 10 44-0-0 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 VANNFSSA D0.01AED0.1"t-327139 Design: Afmrir Anal.ysti WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is n pan of the building design and which must be considered by the building designer. Bnchng shown is for latent support of tniss members only to reduce buckling length P-Islons must be made to anchor lateral bnctng at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be required. (See I1IB.91 of TPII. ffnus Rite Institute, TPI. Is located at 583 D'Onofrio Drive. NladLsou. Wisconsin 53719). JOB PATH: CATEE-LOXVOBSIIVIN84V + V 4AD T 0-4-3 4-10-3 T �1L 13 12 1498# 3.Ij50"" 100 (RO-1 1-11) scale = 0.1457 Eng. Job: WO: WINBT_ Dwg: Truss ID: A9 Dsgnr: TLY Clik: Date: 4-01-03 TIC Live 16.0 psf DurFac - 0: 1.25 TIC 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:0 .05.02- 20508- S HCS: 03 20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==_____=======Joint Locations=====__________ This design is for an Individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 35- 0- 0 13) 22= 0= 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 provided by the client. The designer disclaims 2x4 SP #2 3,5,7,9 continuously braced unless noted otherwise. 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 any responsibility for damages as a result of faulty orIncorrect WndLod per ASCE 7-98, C&C, V. 125 h, 4 16) 0- 0- 0 nisheInformation. thetrulsclitio dcstn and/or dnlgru furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 23.0 ft, I= 1.00, .Cat. B, Rzt= 1.0 5) 22- 0- 0 11) 35- 0- 0 by the client and the correctness or accuracy Support 1 1005# Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss 6) 28- 6- 0 12) 28- 6- 0 of lhb information as It may relate to a spe- Support 2 946# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- coic project and accepts no responslbWly or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type exereues no control with regard to rabrlca- ion of andbeen L/999 0- 1-12 1498 74 -1005 BOT PIN designed trusses. This truss has been designed as on trusseanThis truss has L=-0.25" D=-0.27" T=-0.52" ..TC...FORCE... CSI ..BC... FORCE... CSI 43-10- 4 1452 0 -946 BOT H-ROLL Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2838 0.46 16-15 2506 0.46 ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0.13" 2- 3 -2630 0.43 15-14 2305 0.40 as part of the building design by a Bulldtng MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3228 '0.55 14-13 3258 0.51 Designer (registered architect or professional T- 0.06" 4- 5 -3558 0.58 13-12 3258 0.51 cnglneerh. When reviewed for approval by the building designer, the design landings shown 5- 6 -3558 0.58 12-11 2305 0.40 must he checked to be sure 111a1 the data shown RMB 1.15 6- 7 -3228 0.55 11-10 2506 0.46 . arc In agreement with the 1=1 building codes. 7- 8 - 2630 0.45 local cllinnlle records for wind or snow loads. 8- 9 2838 0.47 project speetficatlons or special applied loads. Unless shown, truss Inns not been designed for storage or occupancy loads The design assulnes compression chords (lop or bottom) are conntlnu- ously braced by sheathing unless othenvlst, 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 10'4r o.e. Connector plates shno 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 dmwblg to verify that this drawing Is Ill enlormnnce with the fabrtealors plans and to realize a continuing imponslblllty for such veri- fication. Any diserepineles are to be put In willing before cutting or fabrication. Plain shall not be hulu tallcd over nolholes. knots or distorted grain. Meunbers shall be cut for light filling wood to woorl beariumg. Con- nector plates shall be located on both faces of the truss with nnLIs fully Imbedded and shall be sym about the joint unless othemtse sh w" A 5x4 plate is 5- wide x 4' long A &S plate b 6' wide x 8- long Slots, (holes) run parallel to the plate length specified Double cuts on web members shall meet a1 the "rilmld of the webs unless otherwise shown. Connector plate slzn are minbnum sizes based on the forces shown and may need to be Increased for certain land - ling and/or erection stresses. This muss Is not to be fabricated with the retardant treated lumber unless otherwise shown For ndditlonal Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance wilh'Handling Instaobmg P 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- Illon and for resisting lateral forces shall Ix designed and InslnOed by othem. Careful hand - Ling is essential and erection bmcbng Is.11way i required. Normal premullonary action for trusses requires such temporary bracing during Installation between trusses to avold topp(hng and dominoing. The supervision of erecllon of trusses shall be under the control of persons e<perienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the dnlgn loads shall not be applied to trusses at tiny time. No loads other than the wdght of the erectors shall be applied to trusses unto after all fastening and bracing is completed. T 5-3-2 0-4-3 �T7 1 9-0-0 k 26-0-0 9-0-0 1 2 4 5 6 8 9 6 0000 -G 00 5X8 3X4 6X8 3X4 5X8 426 4X6 8X1U 4X6 8X10 4X6 4X6 44-0-0 IG 15 14 13 12 11 1 1498# 3.50" 1452# 1-0-0-00 in 44-0-0 (Ro-11-11) I r EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T'PI 1-1995 scalt WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: y CONTRACTOR. BRACING WARNING: Dsgur: TLY C1hk: TC Live 16.0 psf 4005 MARONDA WAY Bracing shmvn on this drawing is not erection bracing. wlnd bracing portal bmcing or sanllar bracing TIC Dead 7.0 psf SAN FORD. FL. 32771 which is a part of the budding dnignm and which must be considered by the building designer. Bmcing is for lateral truss in buckling length. BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of members only reduce Prmblons must be made to anchor literal bracing at ends and specified locations determined by the bunding deslguer' Additional bracing of the memo structure maybe required (See HIB-91 of TPII [IC Dead 10.0 ps f LICENSE #0050008 frruss Ptde Institute. TPI. b Ira- 1l rl el 583 D'Onofrto Drt e..M.dlson, Wtscoiukr 53719). 1005 VANNESSA DIt.OVIEDOXI-32766 TOTAL 33.0 psf I 0-4-3 4-10-3 3.50" = 0.1489 Truss ID: B Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design. AfniriT Analysis JOB PATH: C:ITFF-LOKUOBSIII'INBA' HCS: 08 20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: B1 ATY:2 DESIGN INFORMATION This design Is for an Indlvldual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information• specifications and/or designs furnished to the truss designer by the client and the correetric" or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlca- tlon, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design I -dings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are canllnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rtgid ceiling• they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responslbelty for such veri- 6calton. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be Installed over knotholes, knots ar distorted grain Members shall be cut for tight filling wood to wood bearing Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentroid of the webs unless othenvtse shown. Connector plate slur are minimum sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This lrws is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI /TPI I -1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing'• HIB-91. Trussesare to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of cmclian of trusses shall be under the control of per - experienced in the Wtallation of trusses. Professional advice shall be sought If needed. Concentrallon of construction Inds greater than the design Inds shall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after allfastening and bracing is completed. TOP CHORDS: 2x8 SP #1 D 2x4 SP #1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 2-PLY TRUSSI fasten w/3"X 0.120" 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 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L=-0.49" D=-0.51" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.16" RMB - 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, 1- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W. 44.0 ft Truss in INP zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.27 16-15 8086 0.52 4- 5 -12601 0.27 15-14 14188 0.81 5- 6 -14332 0.30 14-13 11206 0.68 6- 7 -9730 0.22 13-12 10784 0.63 7- 8 -9732 0.22 12-11 5697 0.37 8- 9 -6371 0.28 11-10 5648 0.32 2-PLYS REQUIRED ---------- = ... Joint Locations --- ----- ----- 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 0 -1364 BOT PIN 43-10- 4 3091 0 -1364 BOT H-ROLL 7-0-0 k 30-0-0 7-0-0 1 2 3 4 5 6 7 9 11 1OX10 10X10 6X8 12X12 1OX10 1OX10 6.00 T 3XI T 4-3-2 04-3 0-4-3 3-10-3 8X10 X6 4X10 8X10 4XIO 1-0-0 8X10 8X10 3X4 4X6 3.00 1 L 3•00 0-3-8 �� n 4-0-0 12-10-14 4-0-0 22-9-10 8 1 16 15 14 13 12 11 1 3096# 3.50" 3091# 3.50" 1- 44-0-0 1-0-0 (RO-11-11) I 430# 430# I (RO-I1-ll) EXCEPT AS SHOWN PLATES Ad TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: I Truss ID: B1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-03-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown an this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer Bracing is for lateral BC Live 0.0 psf n O.C. Spacing: 24.0 (407)321-0064 Fax (407) 321-3913 shown support of truss members on to reduce bucklln lea h. PIWlsiuns must be Pw N g gi trade to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the werall structure may be required. (See HIB-91 of TPI). . Ps Code Dese: FLA LICENSE #0050068 rrruss Plate haetltulc. TPI• is located at 583 D'Unolro Drive. Madison. Wisconsin 537191 1005 VANNFSSA DR0VIED0.iL3276a TOTAL 33.0 psf V•09 05 02- 20589- 5 Design: Mmnl Analysis JOB PATH: C:ITEE-LOKUOBSIIVLVB4V HCS: 09.20.02 DESIGN INFORMATION ,This design is for an Individual building component and has been based on InfomuUon provided by the client. The designer disclaims -any responslb(lRy for damages as a result of faulty or Incorcel infomnallon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of tills lidon-nation as It may relate to a 3pe- c81c project and accepts no msponslbl8ly or e.<er l3cs no control with regard to fabdm- tion, handling. shipment and Installation of truss- This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated f t as part ohe building design by a Building Designer (registered amhllecl 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 arc In agreement with the local building codes. local climatic records for wind or snow Inds. project speclflotlons or special applied loads Unless shown, Inns has not been designed for storage or occupancy loads. The design assumes compmsslon chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigld ceiling. they should be braced at a maxlmurn spacing of 10'-(' o c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanlmd steel meeting ASTM A 653. Gmde e0. unless otherwise shorn FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify that this drawang is In confornnnee wllh the fobrlentors plans and an realize a continuing responsibility for such verl- Bollon My discrepancies are to be put In writing before culling or fabrication. Plates shall not be tnst led over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beaMg Con- nector plalw shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the Joint unless other I c shoran. A 5x4 plate is wide x 4- long A 6<8 plate is 8' wide x 8- long. Slots tholes) ran parallel to the plate length specified. Double cull on web members shall race' ce I the nlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes shown and may need to be Increased for certain hand- Bng and/or erect roes str-s- This taus is not to be fabricated 'At h fire retardant treated lumber unless otherwt a shown. For additional Infonnallon on guallly Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bmeing and erection recomnnendallons are to be followed In accordance with'Handling Installing h Bmcing'. HIB-91. Trusses are to be handled wllh particular care during banding and bundling, delivery and installation to amid damnge. Temporary and permanent bmeing for holding truss- lot n straight and plumb pos- Man and for resisting Lateral forces shall be designed and Installed by others. Careful hand. ling b essential and a tIon bmeing Is ahanys required. Normal precautionary ncUon for trusses requires such temporary bracing during InslaOatlon between tn1S5e5 to avoid toppling and do,ttlnotng The supervision of ermllon of truss- shall be under lilt control of persons experienced in the Installation of trusses Pmfoslonal advice shall be sought If needed. Concentmllon of construction loads greater than Ilse design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to Ines- until after all fastening and bmeing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSSI fasten w/3"X 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1372# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB - 1.00 T 4-3-2 0-4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 54.0 ft W. 44.0 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 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48 3- 4 -9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 2-PLYS REQUIRED TI: B2 9TY:2 _========Joint Locations==_____________ 1)= 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 44- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43-10- 4 3047 0 -1372 BOT H-ROLL 7-0-0 k 30-0-0 11 7-0-0 1 2 4 5 6 8 9 Q - Q 6X12 4X6 8XI0 4X6 AYv --� ' V 01VaU 4X6 8XI0 4X6 4X6 44-0-0 I 0-4-3 340-3 T7� I '16 15 14 13 1'2 11 1 3093# 3.50" 1-0-0 3047J1 3.50" 44-0-0 (R0-11-11) 430p 430N EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 scale = 0.1489 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIEUU.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 9meing shown on this drawing is not ereellon bmcmg. wind bmcmg, poM1 bracing or similar bnaehig wtdcln is a par of the building design and which must be considered by the building designer. Bmctng shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bmcmg at ends and specified la ,LIons detennhned by the building designer Additional bracing of the overall structure May be required. (See HIB-91 of TPII. fl'mss Plate Institute. TPI. U located at 583 D'Onofrlo Drive, Madlson. WLconsln 53719). Eng. Job: WO.' Dwg: Truss ID: B2 Dsgitr: TLY Clik: Date: 4-01-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01, RC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 vvo rnrrr. t,: fir cc-L VA VVUJiit'llw84w 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 disclahns any responsibility for damages as a result of faulty or Incorrect Information, spcclflcallow and/or designs furnished to the truss designer by the client and the correctness or accuracy or this information as it may relate to a spe- cinc project and accepts no responslbWly or exercises no control with regard to rabrlea- lion, handling, shipment and Installation of truss". This truss has been designed as an Indlvldual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered amhllect or professional engtrneer). 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. 1=1 clbnaUc records for wind or snow loads. project speclflcatlom or special appled loads. Unless shown, lru34 has not been designed for storage or occupancy loads. The design nssum" compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In lerulon are not fully braced laterally, by a properly applied rigid ceiling, they should be braced at a maxMwnl spacing of 10'-W o c. Connector plain shall be manufactured (rain 20 gauge hot dipped galvant cd steel mceWig ASTM A 653, Gmdc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall rniav this drawing to verify that this drawing is In conformance with the fabricolo/s plans and to realize n continuing responsibility for such vert- Ilcollon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wer knotholes. knots or distorted grain. Members shag be cut for light fitting wood to wood hearing Con- nector plates shall be lasted on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown A 5x4 plate Is 5' wide x 4- long A 6.8 plate is 6' wide x 8- long Slots (holes) nun parallel In the plate length specified. Double cuts on web members shall meet at the centrold of We webs unless otherwise shown. Connector plate sires ore mmbmn nusizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'llandling InstalWtg A Bracing-, IIIB-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 1rt 3 1n a straight and plumb pos. ulon and far resisting lateral forces shall be designed and Installed by others. Careful hand- Img is essential and erection bracing is always required Nonnal precautionary action for trusses requires such temporary bracing during htsstallallon between trusses to avoid toppling and do,n" ing The supervision of e;.11an of lruwn shall be under the control of persons experienced In the Wtallallan of trusses. Professional advice shag be sought U needed. Concentration of construction loads greater than the design loads shag not be applied to Inuss" at any time. No loads other than the 'weight of the erectors shall be applied to trusses until after all fastening and bracing is completed JB: WINCHESTER B 4 AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS- 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-3-5 0-3-15 l �- WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: H ATY:3 __== _ = --e_Joint Locations=== t == ======= 1)= 0-=0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 11 1 2 3 r 4.24 3-9-15 rl Ilk 9-10-13 5 4 20911 4.95" 423H 2.50" r1-5-04-5-0-1 9-LO-13 �(R1-0-12)�� EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: H CONTRACTOR. Dsgnr: TLY Chk: Date: 4-01-03 4005 MARONDA WAY BRACING WARNING: TC Lire 16.0 psr DurFac - Lbr: 1.25 SANFORD, FI_. 32771 Bracing shown on this dmwtng is not erection bmeing• wind bracing. portal bracing or stmllar bracing which is A part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckfing length Prn•Islons must be BC Live Q.0 psf r s g O.C.Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bmcg,g of the wera11structre umay be requited (see H1B-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 rrruss Plate Inslltu:c. TPI. is located ut 553 D'Gnofno time. Madison. Wisconsin 53719). Code Dese: FLA food VANNFSM DROVIEDOXI-32766 TOTAL 33.0 psf V•09.0 .02- 20512- 1 Design: Aldrrix Analysis JOB PA771: C:ITEE-LOKUOBSI it'1MB4V NCS: 03 20 02 DESIGN INFORMATION This design s for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWly for damages as ■ 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- elfle project and accepts no responsibility or exeretses no control with regard to fabrica- llon. handling. shipment and Installation of trusses This truss has been designed as an Indlvfduul building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by n Building Designer (registered architect or professional engneerl. when reviewed for approve[ 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 clirnatle 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 nssaunes compresslon chords (top or bottom) are conllnu- ously braced by shealhirng unless otherwise specllled. Where bottom chords In tension are not fully braced blerally by o properly applied rigid telling. they should be braced at a rim0num spacing of 10'-0' o e Connector plates shall be manufactured from 20 gouge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabdcolor shall review this drawing to verify that this drawing is In conformance with the fabdrnlor's plans and to realize a continuing responsibility for such veri. fication Any dscrcpancles are to be put In writing before cutting or Imbrication. Plates shall not be installed over knotholes. knob or distorted grain Members shall be cut for light Bltlng wood to wood bearing Con. nector plates shall be located on both faces of the truss with nalb fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5- wide x AI' long. A 6x8 plate s 6' wide x 8- long Slob (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 slees are minimum sizes shown based on the forces and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabrlcaled with fire retardant treated Lumber unless otherwise shown. For additional tar onn.tlorn on guallly Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES All bracing and erecllon recommendations ore to be followed In occordance with'Ilnndling Installing h Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Insallatlon to avoid damage. Temporary and pemannenl bracing for holding trusses In a straight and plumb pm Itlon and for resisting Lateral forces shall be designed and Inslnted by others. Careful hand - Ling is essential and erection bracing s ah,ays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing 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 or construction loads greater than the design bads shall not be applied to trusses at nny lime. No leads other than the wclghl of the erectors shall be applied to tosses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D= 0.00" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 4-3-5 0-3-15 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndL-od per ASCE 7-98, C&C, V- 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W- 9.9 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 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 TI: H 1 9TY:1 _= __ _ ===Joint Locations=============== 1) 0 0- 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uni form PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lac Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 9-10-13 1 2 3 2.12J 0-4-1 l l M 5-7-14 11 3-9-15 G 2091/ 4.95" 4 423/f 2.50" 1-5-0 I (R1-4-12) 9-10-13 EXCEPT AS S1101VN PLATES ARE TL20 CA TESTED PER ANSI/TP1 14995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 t'Aflf:E,;,^,A DFLMIEDOXI-37766 WAKIVINIii: 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 par of the building design and which must be consldered by the building dcs4in . Braeirng shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onorrio Drive. Madison. Wisconsin 537191 Eng. Job: Dwg: Dsgitr: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.4912 Truss ID: H 1 Date: 4-01-03 DurFac - lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Atmlvsit JOB PATH: C:ITEE-1.0KU08SlIWNR4V 11CS: 08, 20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J 9TY:25 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. ---- _____=====Joint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 7- 0- 0 component and has been based an Wonnatlon transfer 168 pounds of horizontal reaction 2) 7- 0- 0 4) 0- 6- 7 provided by the cllenl. The designer disclaims any responslbWty (or damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- faulty or Incorrect information.specNn Support 1 433# p�tlons H. 23 . 0 f t, Z= 1. 00, Exp.Cat. B, Rzt= 1.0 X-L.oc Vert Horiz Uplift Y-LOc Type and/or designs furnished to the truss designer Support 2 355# Bld Type= Enel L. 44.0 ft W. 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN by the client and the corrcclnes or accuracy Support 3 51# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 274 198 -433 BOT PIN of this Information as it may relate to ■ ape- MAX LIVE LOAD DEFLECTIONr Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H-ROLL clfle project and accepts no responsibility ar L/257 at Mid -panel # 1 t fabrim- esereisan longs shipmeal with nt ono flan, handling. ahlpmenl and installation of L=-0.33" D= 0.05" T=-0.28" ..TC...FORCE...CSI ..BC...FORCE...CSI trusses This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 6. 99 4- 3 -2 6.84 individualbuilding component in accordance with T= 0. 00" ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFUMIONt as part of the building design by a Building T= 0. 00" Designer (registered architect or professional engineer). When reviewed for approval by the RMB = 1.15 building designer. the design leading? shown must be checked to be sure that the data shorn are In agreement with the loco) building codes. local climatic records for wind or snow leads. project specifications or special applied leads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes _ compression chords (top or bottom) are contlnu- 7-0-0 ously braced by sheathing unless otherwise IlI I - speefled. Where bollom chords in tension ate ] 2 not fully braced laterally by a property applied rigid ceiling. they should be braced at a r 6'00 mxtmeun spacing of 10'4r o.c. Connector a plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (4) Grade 40. unless otherwise shown 16d Toe -Nails FABRICATION NOTES Prior to fabrientton. the fabricator shall review this drawing to verify that this drawing is in confom nee with the fabricator's plans and to realize • continuing responsibility for such veri- flatlon. Any discrepancies arc to be put In writing before Busing or fabrication. Plates shall not be installed over knotholes. knots or distorted gam. Memhersshellbe cut 3-10-3 for tot fitting wood to wood bearing. Con- 4-3-2 nectar plates shall be looted an both faces of the truss with nalis 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 g wide x B- long Slots tholes) run parallel to 04-3 the plate Length specified. Double cuts on web members shall meet at the centrold of the web 1 unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown and may need to be In—ed for certain hand. Ling and/or erection stresses. This inns Is not Attach with (2) 1 Od Toe -Nails 3X4 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 AO bracing and erection recommendations are to be followed in act rdance with -Handling Installing R Bracing". HIB-91. Trusses are to be handled with panImi2r ore during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding tnsses In a straight and plumb pos- Itlnn and for resisting lateral forces shall be designned and installed by others Carefulhand- Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during WtaLatmn between lasses to avoid toppling and domtnoing. The supervision of erection of trusses shall be tmder the control of persons experienced In the installation of tosses. Professlonol advice shall be sought ifneeded. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No hods other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. 1 1 7-0-0 Ilk 4 3 275# 3.50" 151# 2.50" 1-0-0 C.I. 7-0-0 82t/�.50" (RO-11-11 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 10-09-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 321-0064 Fax which is a part of the building design and which must be consldered by the building designer. Bracing shown is for lateral support of Inn.. members only to buckhnglength P-1slons RC Live 0.0 O.C.Spacing: 24.0" p g• (407) (407) 321-3913 TOMAS reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 psf c f Design Criteria: TPI PONCE P.E. Additional bracing of the overall structure y be required. (See In ma tl-91 nfMI. rrruss Plate TPI. Institute. bated . p5 Code Dese: FLA LICENSE 80050068 1005 VANNF-WA DP OVIEDO.rL327W is at 583 D'Onafrio Drive. A4dson. Wisconsin 53719). a I TOTAL 33.0 psf V:09.05.02- 30533- 1 Design: Morris Anafyin JOB PAIN: C:17EE-LOKIHOAfE01R HCS: 08.20.02 I I JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J1 QTY:7 DESIGN INFORMATION This design Is for an individual budding component and has been based on information provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorrect tnformatlon, speclficatlons and/or designs fumished to the thus designer by the client and the correctness or accuracy of this Information as n may relate to a spe- cific project and accepts no resporulbdity or exerefses no control with regard to fabrics. Eton. handling, shipment and installation of trusses This truss has been designed as an individual building component in ■cc rdance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Budding Designer (registered architect or professional engneed. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snag Inds. project specNutbns or special applied (cads. Unless shown, truss has not been designed for storage or occupancy Inds The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabncatbn, the fabricator shall review this drawing to verify that this drawing Is in confartnana anti lies fabrlcaar's plans and to realize a continuing responslbdity for such vert- ficatbn. Any discrepancies are to be put in writing before tutting or fabrication. Plato shall not be Walled over knotholes. knots or distorted gain. Members shall be cut far tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A US plate Is 6' wide x 9' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mintmcun sizes based 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 fire retardant treated lumber unless otherwise shown For additional Infornation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with-f(andllng InstaWng A Bracing. HID-91. Trusses are to be handled with particular ore during banding and bundling. delivery and Wtallauon to avoid damage. Temporary and permanent bracing for holding trusses in ■ straight and plumb pm- d on and for resisting lateral forces shall be designed and Installed by others Careful hand- ting is essenlisl and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ecpertenced in the Wallatlon of trusses. Professional advice shall be sought D needed. Concentration of construction loads greater than the design bads shall not be applied to Trusses at any time. No loads other than the wefght 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 230# Support 2 273# MAX LIVE LOAD DEFLECTION: L/704 at JOINT # 2 L=-0.11" D=-0.11" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.17" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 4-3-2 EXCEPT AS SHOWN PLATES Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10D5 VANNESSA DROVIEDOX1.32766 0-4-3 1 WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, X. 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 44.0 ft W= 7.0 ft Truss in TNT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 240# ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -165 0.51 6- 5 24 0.31 2- 3 -105 0.44 5- 4 0 0.27 = _____=====Joint Locations=====_________. 1) 0- 0- 0 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 276 240 -230 BOT PIN 6-10-12 230 0 -273 BOT H-ROLL L 7-0-0 �1 2 3 6.00 2-10-3 1-0-0 3.00 I 0-3 4-0-0 2-8-8 16 4 277k 3.50" 231# 2.50" 1.9 1-0-0 7-0-0 (RO-11-11 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 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 sbnlLv bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See I118.91 of TPI). rrruss Rate Institute. TPI, 0 located at W D'Onofrto Drive. Mad!;on. WLscouabr 53719) Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 Eng. Job: WO: WINB4 Dwg: Truss ID: J 1 Dsgnr: TLY Chk: Date: 10-09-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30534- 1 Design: Matrir Analysis JOB PATH: C-IlEE-LOKIHOMEDIR HCS: 08.20.02 I I I JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J1A 9TY:1 DESIGN INFORMATION This design Is for an Indlvldual building component and has been based on Inf -nation provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorzect Infonnallon, specifications and/or deigns fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- clflc project and accepts no respumlblLty or exercise no control with regard to fabrica- tion, bundling. shipment and installation of trusses. This truss has been deigned as an individual build" component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated n ss paof the building deign by a Building Designer (registered architect or professional engineer). When reviewed for approval "e building designer, the deign loadings shown must be checked to be sure that the data shown are In agreement with the local building code. local climatic records for wind or snow, Inds. Project specifications or special applied loads. Unless shown, wss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxbnum spacing of ID-O' o.c. Connector plates shall be manufactured from 20 puge hot dipped phamzed steel meeting ASTM A 653. Grade 40. unless, otherwise shown FABRICATION NOTES Prior to fabrtcatlon. the fabricator shall review Illis drawing to verify that this drawing is In confommnce with the fabricator's plans and to realize a conUnubng respor smlllly for such ver- flentlon. Any discrepaneks are to be put In writing before cutting or fabrication. Ptates shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faro of the truss with naps fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sxa plate is 5- wide x /' long. A 6x8 plate is ff- wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise sham. Connector plate sue are minimum sires 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 Itre retardant treated m luber unless otherwise shown For oddblonal Infannalbn on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Insu111ng Q Braelhe. 11I13-91. Tnuses art to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resting lateral form shag be deigned and InstsBed by others. Careful hand. Rog Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between Irusse to avoid loppOng and dominoing. The supervision of erection of muse shall be under the control of persons experienced in the Wullation of tresses. Professional advice shall be sought if needed. Concentration of carstrueUon Inds greater than the deign loads shall not be applied to trusses at any time. No loads other than the weight of the erectom 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 231# Support 2 272# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 2 L=-0.11" Do-0.11" Te-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.18" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 4-3-2 EXCEPT AS SHOWN PLATES (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32788 0-4-3 i I WndLod per ASCE 7-98, CRC, V. 125nph, H= 23.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 44.0 ft W. 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 236# ..TC ... FORCE.. CSI ..13C...FORCE..CSI 1- 2 -221 6.40 6- 5 55 6.35 2- 3 -122 0.55 5- 4 0 0.33 ==.......... Joint Locations =====__=------- 1) 0- 0- 0 3) 7- 0- 0 5) 2- 5- 0 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 277 236 -231 BOT PIN 6-10-12 231 0 -272 BOT H-ROLL 7-0-0 2 31 I. 1 6 0000 3-3-13 Attach tvvl1t�h (4) IOd Toe-NaiN 3.00 I 0-3 Plate Height 2-1-8 k 4-7-0 = 0-6-6 6 1 4 277# 3.50" 231# 2.50" 1.3 1-0-0 7-0-0 0-1 (RO-11-11 ARE TL20 GA TESTED PER ANSI/TPl 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLv Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this dmwing s not erection bracing, wind bracing, portal bracing or smanr bracing TC Dead 7.0 psf which is a pad of the building design and which must be considered by the building designer. Bracing BC Live 0.0 f shown is for lateral support of truss members only to reduce buckling length. Provisions must be pia made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 f Additional bracing of the overall structure may be required. (See HIB-91 of 7PI) .ps frn,ss Plate institute. TPI, s located at S83 D'Ouufrio Dove. Mndt on. Wisconsin 53719). TOTAL 33.0 psf Attach with (2) 10d Toe -Nails scale = 0.4929 Truss ID: J 1 A Date: 10-09-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afairir Analysis JOB PATH- 17:17EE-LOK1110MEDIR HCS: 08.20.02 U__ I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J2 ATY:5 1 DESIGN INFORMATION This design is for on Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of foully 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- cfnc project and accepts no responslbdity, or exercises no control with regard to fabrtn- tion, handling. shipment and installation of trusses This truss has been designed as an Individual building component In accordance with ANSI/7P1 1.1995 and NDS-97 to be incorporated u part of the budding design by a Building Designer Imestered architect or professional engneerf. 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 bullding codes, local cbnuUc 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) we continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latemLly by a rtgd ceding. they should be bracedrat PPS a maxbnum spacing of 10-0' o.c. Connector plate shad be manufactured from 20 gauge hot dipped ptvaNred steel meeting ASTM A 653, Gmde coo, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fobricsaview r shall re this drawing to verify that this drawing is In conformance with the fabriatars plans and to realize a continuing responsibility for such veri- flatlon. Any discrepancies are in be put in writing before cutting or fabriallon. Plates shall not be installed ever knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood baring. Con- nector plates shall be loaded on both in= of the truss with ram rally imbedded and shall be sym. about the joint unless otherwise shown. A 5xAl plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holesl run parallel to the plate length specified. Double cuts on veb members shot] meet at the centrold of the webs unless otherwise shown. Connector plate alr ■m minimum stye e based on the forces shown ■nd may need to be htermsed for certain hand- ling and/or erection arms". This thus 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 Ace bra" and erectln recommendations are to be followed In accordance vith'Handling Installing A Bracing'. HIB-91. Tnc ae are to be handled with particular CJre during banding and bundling. delivery and tnstamtion to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for misting lateral forces shall be designed and walled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary anion for buses requires such temporary bracing during Installation between trusses to avoid toppling and domaofng. The supervision of erection of tmssm ahot] be under the. control of persons esperienced In the walla frm of trusses Professional advice shad be sought If needed. Cone nlration of construrlion loads greater than the design loads shall not be applied to trusses at any time. No kinds other than the weight of the erectors shad be applied to hisses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L.-0.10" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tw 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.00" RMB o 1.15 3-3-14 04-3 4 I Analysis based on Simplified Analog Model. Field Connection at Support 1 midst be able transfer 141 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H- 23.0 ft, Ia, 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L. 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... PORCH ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 .cJo int Joint Locations=====• _________ 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 1 2 6 2-10-15 M M L 5-1-8 L 31 q 213N 3.50" 110# 2.50" 1-0-0 is 5-1-8 61N 50" (RO-11-I1) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: D%vg: TLY I it TC Live 4005 MARONDA WAY Bracing shown on the drawings not erection bracing, wad bmcln& portal bracing or stmdar bract ng TC Dead SANFORD, FL. 32771 which is a part of the building deign and which must be considered by the building designer. Bmcag BC Live (407) 321-0064 Fax (407) 321-3913 shown IsW io for lateral support of truss members only to reduce buckling length. Prvns must be TOMAS PONCE P.E. made a anchor lateral bracing at ends and specdled locations determined by the building designer. Additional bmeing of the wend structure may be required. ISee HIB-91 of TPII. BC Dead I.IC:F.NSE #0050068 rrmss Plate Institute, T91, N Dated at 583 D'Onofro Dmx. h.:adlsan- Wiscunsln 53719) .5 VANNFSSA DROVIEDO.FL32766 0 TOTAL Cllk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf Attatih with(4) 10d roe -Nails Attach with(2) 10d Toe -Nails scale = 0.6319 Truss ID: J2 Date: 10-09-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Desijn: Afxdx Analysis JOB PATH: CATEE-LOXUIOMEDIR HCS: 08.20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J2A 8TY:1 DESIGN INFORMATION Thb design is for" Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a ape - elf c project and accepts no responsibility, or exembes no control with regard to fabr " don. handling. shipment and installation of trusses. This truss has been designed as an IndMdual building component in 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 professtoml engineed. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the Loral building codes. local cbmatk records for wind or snow loads. project specifications or special applied loads. Unless shown, true has not been designed for storage or occupancy lands. The design assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced latem0y by a properly appled rigid ceding. they should be braced at a maximum spicing of 19-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped g h—tred steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabnention, the fabricator shall review this drawl" to verify that this drawing L in conformance with the fnbrtotofs plans and to —hate a continuing responsibility for such verl- flenlbn. Any dtscmpancles art to be put in writing before culling or fabrication Plates shall not be installed over knotholes. knots or dblarted grain. Members shall be ran for tight Ruing mood to wood beating Con- nector plate shall be locoled on both fain of the taus with nabs fully imbedded and shall be sym. about the jotnt unless otherwise shown A 5x4 plate b 5' wide x 4- long. A ax8 plate is (' wide x 8' long. Skits (holes) rum parallel to the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless others -be shown. Connector plate states arc minimum sires based an the forces shown and may need to be increased for certain hand - Ling and/or erection slro cs. This taus b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing Q Bracing". HIB-91. Trusses are to be handled with particular ore during banding and bundling, dellvery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for misting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for (noses require such temporary bracing during Installation between trusses to avoid toppling and dominobtg. The supervblon of erection of uses trsshall be under the control of persons experienced In the trslagallon of trusses Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 312# Support 2 287# Support 3 45# MAX LIVE LOAD DEFLECTION: L/640 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-10-15 04-3 t I 3X4 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 145 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V. 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.67 4- 3 -2 0.52 _________=====Joint Locations ... = ........ ___ 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 145 -287 TOP PIN 0- 1-12 167 189 -312 HOT PIN 5- 0- 4 60 0 -45 BOT H-ROLL 5-1-8 1 2 6 00 2-10-15 M F 5-1-8 Ilk 4 3 167# 3.50" 110# 2.50" 1 5-1-8 61# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports c/L:-0-4 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 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 dmwing 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 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Tnrs- Plate Institute. TPI. L- looted at :83 D'Ouufrio Drive. hLdbon. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.7213 Eng. Job: WO: WINB4 Dwg: Truss ID: J2A Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30538- 1 vesian: Mary Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: Ti: J2B QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125 h, ===r,== oe===Joint Locations =====_ This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1)= 0- 0- 0 3) 5- 0- 0 5) =4==37=8= component and has been based on information WEBS: 2x4 SP #3 Bld Type- Encl Lv 44.0 ft W= 5.0 ft Trues 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 provided by the client. The designer disclabns in INT zone, TCDL= 4. 6. 2 psf, BCDL= ■nyresponsibilityfordamagesas■resultof 0 pof ----MAX. REACTIONS PER BEARING LOCATION----- faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 1 299# 0- 1-12 211 333 -299 BOT PIN by the client and the wrrecinessoraceturacy Support 2 408# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 4-10-12 164 0 -408 BOT H-ROLL of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: Support 1 333# eific pmfect and accepts no responsibility or L/999 exercises no control with regard to (alarm. L=-O.02" D= 000" T=-O.02" tion. handling. shipment and Installation of ...TC... FORCE...CSI ..BC... FORCE...CSI trusses This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -191 0.55 6- 5 18 0.46 IndtvtduaI building component In accordance with T= 0.05^ 2- 3 -137 0.17 5- 4 0 0.09 ANSI/'rial I-IM and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0 . 05" / Designer (registered architect or professional enpneerl. When reviewed for approval by the RMB = 1.15 building destgner. the design loadings shown must be checked to be sure that the data shown ■m In agreement with the local building codes. local cllmallc records for wind or snow, leads. project specifications 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 conllnu- 5-0-0 ousty braced by sheathing unless otherwise specified. Where bottom chords In tension arc 1 2 3 not fully braced laicrally by a properly applied rlpd ceiling. they should be braced at ■ f axam rn spacing of IQ-O- o c. Connector 6•00 Attach Wllh (3) m plates shall be manufactured from 20 gaugc hot 10d Toe -Nails dipped galvardt=d steel meeting ASTM A 650. 2X4 Grade 40. unless otherwise shown. 2X4 FABRICATION NOTES Prior to fabrication, the fabricator shn0 review this drawing to veiny that this drawing is to conformance with the fnbrfnloea plans and to realize a continuing responsibility for such ven- 1-10-3 notion. Any discrepancln are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gra1n. Members shall be cut for tight fitting wood to wood bearing. Con- 3-3-2 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be Attach with (2) sym. about the joint unless otherwise shown A 5X6 X4 10d Toe -Nails U41 plate is 5- wide x 4- long. A 6x8 plate is B' 04-3 wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web 1-0-0 members shall meet at the centiofd of the webs unless otherwise shown. Connector plate at= are minimum sizes based on the form shown T and may need to be Increased for certain hand- 7 3X4 __0 _0 ling and/or erection stresses. This truss is not 1 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on QusWy Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling InstaWng A Brac:7 HIB-91. Trusses are to be handled with particular care during banding and bundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and totalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses q r uires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of tresses shall be trader the control of persona experienced to the installation of trusses. Profes31-1 advice shalt be sought if needed Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors &hall be applied to trusses unto after all fastening and bracing Is uanple' d 3.00 I 0-3-8 _r�_ M 1 4-0-0 0-8-8 6 q 211# 3.50" 165# 2.50" 111).1. 5-0-0 (RO-1 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 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 put of the building design and which must be considered by the build" designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. frnr Plate Institute. TPI. lz located at 580 D'Onofrio Drive. Madison, wiseonstn 53719). scale = 0.6440 Eng. Job: WO: WINB4 Dwg: Truss ID: J213 Dsgnr: TLY Chk: Date: 1029-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 per O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30539- 2 Design: Matrix Analysis JOB PATH: CAT£E-LOKI110MEDIR HCS: 08 20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J3 9TY:5 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client- The designer disclaims any respoasibdity for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- it=. handling. shipment and Installation of trusses. This taus has been designed as on Individual building component in accordance with ANSIfM 1. 190 and NDS-97 to be incorporated as part of the burning design by a Budding Designer (registered architect or professional enpneerl. when reviewed for approval by the building designer, the design loadings shown must be checked to be sun: that the data shown are in agreement with the local building codes. lord climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. taus has not been designed for storage or omrpancy bads. The design assumes compression chords (top or bottoml are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tertsion are not fully braced laterally by a property applied rigid ceding, they should be braced at ■ mnxlmum spacing of 10'-0' o e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawling to verify that this dmwtng is In conformance with the fabrlcaloes plans and to realize a conUnuing responsibility for such verl- flalion. Any discrepancies are to be put In writing before cutting or fabrication. Ptates :had not be Installed wet knotholes. knots or distorted gain. Members shad be cut for light dttkng wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shah be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4' long. A ax8 plate is lT wide x Ir long Sbis (hold run parallel to the plate length specified. Double cues on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate stars are mtritmurn suns lased on the forces shown and may need to be Increased for certain hand- ling and/or erection strove. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnformatlon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed In accordance with 91andlhng Installing S 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- It1on and for mLsUng lateral form shad be designed and wtnded 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 isu ism to avoid toppling and domantng. The supervision of erection of trusses shad be under the control of persons experienced a the Wladatlan of busses. Professional advice shah be sought B needed. Concenimtion of construction loads greater than the design loods shod not be applied to trusses a1 any lime. No loads other than the welght of the erectors shad be applied to trues until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" Tma-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB " 1.15 2-3-14 0-4-3 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Analysis based on Si ;plified Analog Model. Field Connection at Support 1 must be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 ........ ===ee=Joint Locations"====ee====o==o 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 L Ilk 1 2 6 0 3-1-8 4 3 148# 3.50" 67N 2.50" L 1-0-0 1� 3-1-8 37N 2 0" r (RO-11-11) i C/L: 3-04 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. Dsgnr: TLv Chk: Date: 10-09-03 TC Live 16.0 psr DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 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 member only to reduce buckling length. Provisions must be. BC Live 0.0 psr O.C. Spacing: 24.0" made to anchor lateral bmctng at ends and specified locations determined by the budding designer Addltbw nal bracing of the etad structure may be required. (See HIB-91 of TPI). . BC Dead 100 f Ps Design Criteria: TPI n'russ Plate Institute. TN.is localyd at 583 D'Onofrio Drive. Madban. Wiscahbm 53719). Code Dese: FLA TOTAL 33.0 psf V:09 05.02- 30540- 2 Design: Mum Analysis JOB PA77f: C.-17£E-LOKIHOMEDIR HCS: 08.20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J3A QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based an Information provided by the client. The designer disclaims any responsibility for damages as a result of fully or Incorrect information. speetflmllons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as R may relate to a spe- clfle project and accepts no responsibWty or exercises no central with regard to fabrlm- tion. handling, shipment and Installation of trusses. This trvas has been designed as an indlNdual building corponent in accordance with ANSI/TPI 1-190 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneer). 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, truss has not been designed for storage or occupancy bads. The design assumes compresalon 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 d& ceiling. they should be braced at a mamnum spacing of ID-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanlaed 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 fnbrlcaloes plans and to renh= 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 col for tight fitting wood to wood bearing. Con- nector piles shall be located on both face of the buss with nabs 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' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate strc are mintmum slats hued on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. 7hb truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection reccimmendations 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 pas - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand - filing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between Irusses to avoid toppling and domtnomg The supervision of erecllan of trusses shall be under the control of persons experienced In the installation of tnoses. Professional advice shall be sought if needed Concentration of constluctbn lads 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 in "" until after oil fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 191# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LARD DEFLECTION: T. 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 nwst be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V= 125mph, H= 23.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 ===== _____=====Joint Locations==__________ 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 102 Ill -191 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL L 3-1-8 L 1 2 0 3X4 9 3-1-8 4 3 102a 3.50" 67# 2.50" 144 3-1-8 37# 2j0" EXCEPT AS StIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-0-4 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sbnliv 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 speeifled locations determined by the building designer. Addillotsl bracing of the overall structure may be required. (See HIB-91 of TPI). fituss Plate Institute. TPI. is localyd an 583 D'Onafric Drt.-e. % adbnn. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 1.0986 Eng. Job: WO: WINB4 Dwg: Truss ID: J3A Dsgur: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05,02- 30541- 2 Design: Matrix Awlysis !Oa PAIN: CATEE-LOXIHOMEDIR HCS. 08.20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J3B BTY:2 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the c1lent. The designer disclaims any responslbWty for damages es a result of faulty or Incorrect information, specifications and/or designs fumtshed to the truss designer by the client and the corectness or accuracy of this Information u 0 may relate to a spe- cific project and accepts no responsibility ar exercises no control with regard to fabrlca- tlon, handling. shipment and installation of trusses. This thus has been designed as an Individual component rponent in accordance with ANSl1TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered amhllecl or professional engneed. 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 speeNratknts or special applied loads Unless shown. Innis has not been designed for storage or occupancy (cads. The design assumes compression chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise speeNed. Where bottom chords in terubn ore not fully braced laterally by a properly applied rfgd ceiling. they should be braced at ■ mmdrtnum spacing of to-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing n In conformance with the fabricators plans and to realize a conunuing responslbWty, for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted gram Members shall be cut for tight mtmg wood to wood baring Con- nector plates shall be located on both fain of the truss with malls fully imbedded and shall be m sy. about the joint unless otherwise shown A 5x4 plate is 5- wile x 4' long. A 6x8 plate is 6' wide x 6- long. Slots (holes) con parallel to the plate length specified. Double cuts on web members shall meet at the centrnld of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses This taw is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Inaccordancewith'Handling Installing 4 Bracing-. HIB-91. T—cs art to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding Inns' In straight and plumb pos- Itlon and for resbtmg lateral form shall be designed and tnstalled by others. Careful hand- ling is essential and erection bracing is always required.ruired. Normal precautionary action for trusses requtr'such temporary bmcing during installation between two' to avoid toppling and dommoing The supervtslon of ereeUon of trusses shall be under the control of persons experienced in the tnslallntlon of truss'. Professional advice shall be sought if needed. Concentration of construction lords grater than the design loads shall not be applied to taus' at any time. No (cads other than the weight of the erectors shall be applied to trum' until after all fastening and bracing is completed. TOP CHORDSt 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTIONi T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L. 40.0 ft w= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.25 4- 3 -17 0.19 == ----jo int Locations=====__._______ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 88 -176 TOP PIN 0- 1-12 148 119 -284 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL 3-1-8 L 1 2 1-2-7 0-8-8 I 3.00 I 0-3-s 2-10-0 4 3 148# 3.50" 68N 2.50" 1. 1-0-0 � 3 1-8 37N 2�jw' (R0-11-11) C/L: 3-04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: 4005 MARON DA WAY TC Live 16.0 psr SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or stmltar bracing which Is a part of the building design and which must be considered by the building designer. Bmctng TIC Dead 7.0 psf (407 321.0064 Fax 407 321-3913 ) ( ) shown u for lateral support of truss members only to reduce buckling1 by BC Live 0.0 psr TOMAS PONCE P.E. made to anchor lateral bracing at ends and spec Wed locations determined the building designer. Additional bracingof the overall Structure may be required (See HIB-91 arTPll BC Dead 10.0 psf LICENSE #0050068 rrws Pl,te lmiltute. Trl. is lasted nt -%M D'Onofrto Drtve, Madh-n, wfr==,--n 53719). 1005 VAIS:ESSA DR.OVIEDU.1L32766 TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Truss ID: J3B Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 8 near'. nrrayr Jill rnrr: t,altt-LVAIMUNFLIIN HCS: 08.20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J4 9TY:5 DESIGN INFORMATION This design is for an individual building component and has been Insed on Information provided by the cllent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or design furnished to the truss designer by the Fiend and the correctness or accuracy of this Information as It troy relate to a ape- cllk project and accepts no responsibility or exercises no control with regard to fabra. Uon. handling. shipment and installation of trvssn. This truss has been designed as an Individual building component In accordance with ANS11M 1.1995 and NDS-97 to be Incorporated as port of the building design by a Building Designer (registered archllect or professional engineer). When revlewce! for approval by the building designer, the design loadlnp 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, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) ore conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of t0'-0' o e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabrtator shallreview this drawing to verify Ihal this dmwing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- natlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grain. Members shag be cut for light fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with calls fully Imbedded and shag be sym. about thejotnt unless otherwise shown. A 5x4 plate is 5- wide x a- long A 6x8 plate is 8' wide x 8' 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 sizes ore minimum sso based on the forces shown ■nd 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 nddlUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations arc to be followed in accordance with -Handing wtaghng d Bmctn('. IIIB-91 Tressesare to be handled with particular are during banding and bundling, delivery and wtallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ulon and for resisting lateral forces shall be designed and winged by others. Carefulhand- Iing is and emetiun bracing Isalways mqubed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The aupervislon of erection of trusses shag be under the control of persons uperlenced In the installation of trusses. Professional advice shag be sought If needed. Concentraion of construction loads greater than the design Ioads shag not be applied to trusses wl any time No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" To, 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB o 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 mist be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C✓iC, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..8C... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 == ---J oint Locations=====__________ 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6 0000 Attach with (2) IN Toe -Nails 1-3-14 T 04-3 Attach with (2) 10d Toe -Nails 1-1-8 4 3 83# 3.50" 25# 2.50" (_ 1-11- f_ 1 t 8 l I (- (Res-11-11) "j" aL: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SA N FORD, FL. 32771 BmcIng shown on this dmwin4 is not erection bracing. wind bracing. portal bmcing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf (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 psr TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10. 0 psf LICENSE #0050068 muss Plate Institute. TPI. is Ioraterl at 583 D'Onafrlo Drt:c. Madison. WLs sIn 537191 1005 VANNrSSA DR.OVIEDOX1.32766 TOTAL 33.0 psf scale = 1.5869 Truss ID: J4 Date: 10-09-03 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmri.r Analysis JOB PAT71: C-ITEE-LOKIHOMEDIR HCS. 08.20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J4A 9TY:1 DESIGN INFORMATION 7bLs design Is for an Individual building component and has been based on Infomution provided by the client. The designer disclaims any responsibility for damage 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. clfic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of lasses. This trues has been deslgned as an tndNlduaI 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 loadings shown must be checked to be sure that the data shown are in agreement with the Meal building codes. local climatlt 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 assume compression chords (top m bottom) arc con lnu- ously braced by sheathing unless otherwise specNed. 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 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AVM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this dewing to verify that this drawl" Is In conformance with the tabrealors plans and to mallre a continuing responsmWly, for such ver• flcation. Any discrepanele are to be put in writing before cutting or fabrication Bale shall not be installed over knothole. knots or distorted gain. Members shall be cut for tight filling wood to wuad bearing. Con- nector plate shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide a 4- long. A Bx8 plate is 6' vide x it long. Slots (hole) 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 sue arc minimum sties based on the forty shown and may need to be increased fro certaln hand- ling and/or emetbn stresses. This uuv Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforrruuon an Quality Control refer to ANSIrM 1-1095 PRECAUTIONARY NOTES AD bating and ereclron recommendations ore to be followed in accordance with 'Handling Instailiry a Bating'. f110.91 Trussessrc to be handled Nth particular core during bonding and bundling. delivery and InstaOatlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for rcatsting bateml force shall be designed and installed by others. Careful hand - Ling Is essentlal and erection bating is shvoys required. Normal precautionary action for twee requires such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the Installation of I - Professional advice shag be sought If needed Concentri llon of construction loads greater than the deign lends shoo not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after oil fastening and bmcing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 70# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 (mist be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft We, 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 0-10-15 T 0A-3 1-1-5 1 1 ZI 3X4 1-1-8 4 3 37# 3.50" 25# 2.50" 1-1-8 13# 2.50 C/L: 1-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF #0050068 1005 VANNESSA DROVIEDO.FL32766 =____======Joint Locations=====__________ 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-LoC Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 36 32 - 7 0 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 0-10-15 l0 Toew--Nail ) Attach with (2) 10d Toe -Nails WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLv I Chk: BRACING WARNING: TC Live 16.0 psr Bracing shown an this drawing is not erection bating. wind bating, portal bracing or similar bating TIC Dead 7.0 psr which is a part of the building design and which must be considered by the building designer. Bracts shown is for lateral support of truss members only to reduce buckling length. Provtslons must be g BC Live 0.0 psr made to anchor lateral bating at ends and specified locations determined by the building designer. Additional bracing ting of the overall structure may be required. (See IIIB-91 of TPI). BC Dead . loo r ps anus+ Plnre Institute. TPI, b bested at 5a3 D'Onofti, Drive. Madison. Wocansin 537191. TOTAL 33.0 psr scale ee 2.3040 Truss ID: J4A Date: 10-09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrtr Analysis !OR PATH- CATEE-LOXIHOAfEOIR HCS. 08.20.02 I I JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: J4B QTY:2 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 infor antlon, specifications and/or designs furnished to the truss designer by the client and the correctness or amunnty Of this Infomtatlon as it may relate to a spe- elfle project and accepts no rnponslbWty or ueroism no control with regard to fabrics. Lion. handling. shipment and installation of trusses This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer{. When reviewed for approval by the building designer. the destg i loadings shown must be checked to be sure that the data shown are in egaement with the loot budding codes, local climatic records for wind or snow loads, project speclflattans or special applied loads Unless shown. thus has no been designed for storage or occupancy foods. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at ■ naxtmurn spacing of 10'-fr o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtator shall review this drawing to verify that this drawing is in anfomtance with the fabrlcntaes plans and to realize a continuing responsibility for such verl- Ballon. Any diserepancle are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted gain. Members shag be cut for light fitting wood to wood bearing. Con- nector plates shag be located on both faro of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specdied. Double cuts on arch members shall meet at the centrold of the webs unless otherwise shown. Connector plate sires ore mini mum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is no to be fabricated with fire retardant treated Lumber unless otherwise shown. For additional tnfom nation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ag bracing and erection recommendations are to be followed In accordance with -Handling instsging 0 Bncing-, HIB•91 Trusso ore to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and pennanenl bracing for holding trusses in a straight and plumb pm - Ilion and for resisting lateral forces shag be designed and Walled by others. Careful hand- ling is essential and erection bme" Is always required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domtnoing. The supervision of erection of lrusew shag be under the control of persons esperenmd in the installation of muses. Professional advice shall be sought if needed Concentration of construction loads greater than the design loads shag 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 fulenina and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Siarplified Analog Model. Field Connection at Support 1 !mist be able transfer 28 pounds of horizontal reaction WndLod per ASCE 7-98, CBC, V. 125mph, H= 21.0 ft, Ie 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 ........ =a====Joint Locations— ..... _______ 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 3.00 I 0-3-8 0-10-0 4 3 89# 3.50" 25N 2.50" 1311 22.CT �ar EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/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 1005 VANNESSA DROVIEDO.FL32766 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 no erection bracing. wind bracing, ponal bracing or sinngar 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 talent[ bracing at ends and specified locations determined by the building designer Additional bracing of the overall structure may be requited. (See HIB-91 of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofrto Dray., Madbnn, Wisconsin 53719). 0-8-9 0-2-8 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 1.5123 Eng. lob: WO: WINB4 Dwg: Truss ID: J46 Dsgnr: TLY Chk: Date: 10-09-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 30545- 2 aerlgn: Meant Andlyrlr JOB PATH: C:17EE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the c0cnt The designer disdains any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or deigns furnished to the lnus designer by the client and the correctness or accuracy of this Information as It way relate to a ape. cinc project and accepts no responsibility or exercises no control with regard to fabrtca. Lion. handling. shipment and Installation of trusses. This truss has been designed as an Ind NlduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building deslg�n by a Building Designer (registered architect or professional engineer) When reviewed for approval by the buliding designer, the design Imdlngs shown must be checked to be sure that the data shown are In agreement wllh the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads Unless shown, truss has not been designed for storage or occupancy bads. The design assume compression chords flop 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 mmimurn spacing or 10'4- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel naeeling ASI'M A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review tills drawing to verify that this drawing is in confomrnnce with the fabricators plans and to mallet o continuing reporslbillly for such v 1- fkallan. Any discrepancies arc to be put In writing before cutting or fabrication. Pines shall not be Installed over knotholes. knots or distorted grain Members shall be cut for light filling wood to wood bearing Con- nector pole shall be located on both faun of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shmvn A 5x4 plate is 5' wide x V long A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specdlel. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This In ss 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 AB bracing and erection recommendations are to be followed In accordance with 'Handling InsmllIng A Brocmg'. HIB-91. Trusses are 10 be handled with particular care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and Installed by others Careful hand- ling is essential and erection bracing is alloys required Nomur[ precautionary Action for busses requires such temporary bracing during Installation between trusses to avoid toppling and dombroing Tlae aupervislon of erect ton of Irusse shall be under the control of persons experienced In the Wtallation of trusses. ProresslonaI advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to missesal any lime No Imds other than the weight of the erecton shall be applied to trusses unto after all fastening and bracing is completed JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# ..TC...FORCE ... CSI ..BC...FORCE... CSI 2-10-2 0-4-3 WO: WINB4 WE: 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. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndL,od per ASCE 7-98, CSC, V- 125oph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L= 46.0 ft W= 8.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TI: P QTY:1 ==_ =_ _ == =Joint Locations=====_========= 1) 0- 0-0 5) 8- 4- 0 9) 2- 2- 0 2) 2- 2- 0 6) 8- 4- 0 10) 0- 0- 0 3) 4- 2- 0 7) 6- 2- 0 4) 6- 2- 0 8) 4- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 0 0 BOT PIN 8- 2-12 0 0 -3 BOT H-ROLL 4-2-0 4_2_0 1 2 1 4 5 F-6 00 4X6 0 04-3 2-5-3 11 8-4-0 ,�' 10 9 8 7 6 ON 3.50" ON 2.50" �a i-0 0d 8-4-0 1-0-0 (110-1141) (R0-1 1-1 1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Studs ® 2-0-0 o.c. scale = 0.6484 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WIN134 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: P CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 4-01-03 TC Live 16.0 psf DUrFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, 1:1. 32771 Bracing shown on this dmwing is not erection bracing, wind bracing. portal bracing or sbnllar bmcing TIC Dead 7.0 psf DurFac - PIt: 1.25 (407) 321.0064 1:ax (407) 321.3913 which is a pan of the buliding design and which must be considered by the building designer. Bracing shown 13 for bteml support of trust members only to reduce buckling length. Provisloin must he BC Live 0.0 psf O.C. Spacing: 24.0rr TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addhtana l bracing or the overall structure may be required (See IIIB-91o(TPI). BC Dead 10.0 PSI* Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNF,3A DR.OVIEDOXI-37766 I TOTAL 33.0 psf V:09.05.02- 20526- 2 ualan. nrmrtr Arraty7lf JOB I Alll: L ULL-LOKUO8S11VI Ba11 HCS: 08.20.02 DESIGN INFORMATION This design is for on Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of inuICY or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- clfic pmjecl and accepts no responsibility or e,ierebes no control with regard to fabrlca. lion, handling. shipment and Irnstadal'on of IrvS This truss has been designed as an Indhldua l budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or pmfessbnal view engineer) When reed for approval by the building designer. the deign loadings shown must In checked to be sure that the data shown are in agreement with the kral budding trades, local climatic records for wind or snow loads. pmfeet speelflcallons or special applied Inds Unless shown, tnus has not been deigned for storage or occupancy lwds The design assumes compression chords (top or bottom) are conanu. ously braced ty sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally try a properly applied rigld telling, they should be braral at a in"I mnm 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 fabricollon, the fabricator had review this drawing to verify that this drawing is In conformance uath the fabricators plans and to realize a conitnuing responsibility for such verl. fleallon Any discrepancies are to be put In writing before cutting or fabrication. Plato shad not be installedover knotholes. knots or distorted grain Members shad be cut for tight flittug word to wood bearing. Con. nector plates shag be located on (nth Tam of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5s4 plate is 5- wide x 4- long. A 6.8 plate Ls 6- wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centmld of the webs unless otherwise shown. Connector plate sizes are mbnmuuu sizes based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses Thistruss is not in be fabricated with fire retardant treated - lumber unless otherwise shown. For addlllonal information on guadly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tI be followed Inaccordance with'Handling InsLiWng A Bmclnjr. HIB-91. Trusses art to be handled with particular cart during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding Irusses In a straight and plumb pool. [lion 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 mstadalion between trusses to avoid toppling and donninoing. The supervision of erection of trusses shad be tinder 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 I— at any time. No foods other than the weight of the erector shad be applied to Inures until Nler ad fastening and bracts t I, completed. JB: WINCHESTER B 4 AC: IOH UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 210# Support 3 71# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-0-0 1 Q WO: WINB4 WE: WndLod per ASCE 7-98, C&C, V= 1251rph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 44.0 ft W- 4.0 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 35 0.02 6- 5 84 0.04 2- 3 35 0.02 5- 4 84 0.04 4X6 3X4 2X4 42# 1.50" 131 #_ 1.50" le 4-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI / 1-995 -0 0 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE53A DROVIEDOXI-37766 Dram- Afmrir ion/vnr YYFIKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sl o on this drau•Ing Is not ereellon bracing, wind bracing, portal bracing or sbndar bracing which is apart of the budding design and which must be considered by the budding dn_ (per. Bracing shuwn b fur Lateral support of truss members only to reduce buckling lengi h. Provisions must be made to anchor Lateral bracing at ends and specified fotallons determined by the building designer. Additional bracing of the a•em11 structure may be required (See HIB•91 of TPI). (muss Plate Institute. TPI. Is located at 583 D'Onoftio Drive. Madison. Wisconsin 53719). TI: VT10 9TY:1 ===== ==Joint Locations=== == ________ 1)0 0- 0 3) 4- 0- 0 5) 2- 0- 0 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lotc Type 0- 0-12 41 0 -71 BOT PIN 2- 0- 0 131 0 -210 BOT H-ROLL 3-11- 4 41 0 -71 BOT H-ROLL 0 3X4 /' // 42a 1.50" 1-0-0 scale = 1.6750 Eng. Job: D%vg: Truss ID: VTI1D Dsgnr: TLY Clik: Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V:09.05.02- 31204- 6 DESIGN INFORMATION This design is form tndvidual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of bully or lnooreal Information. specifications wad/ur designs fumLshed to the truss designer by the client and the correctness or accuracy of this information as II may relate to a spe- clfle project rind necepLs no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Inslagallnn of trusses This truss has been designed as an Individual building component In accordance with ANS1irPl 1-1995 and NDS-97 to be incorporated ors pan of the building design by a Building Designer (registered architect or profnslonal engtnceri. 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 wbid or snow loads. Project speclflallons or special applied loads. Unless shown. truss has not lrren designed for storage or occupancy Inds. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing amless otherwise specdted Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxt—in spacing of 10'.0' o e. Connector plain slang be manufactured from 20 gauge hot dipped gaha ruzed steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall rmlew this drawing to verify that Ihis drawing Is In cord.manrr. with the Libttealors plans and to reallze a conllnuing responslhlllly for such ven- Ilcatlnn. Any discrepancies ore to be put In writing belore cutting or fabrication. plates shall not he Installed mver ltnnlholes. knots or dlsurrted grain. Members shot] I. cut for tight fit ling wood to wood bearing Can- neclor plat" shall be located on both fncea of the Ines with nails fully imbedded and 51a11 he sync. about the joint unless otherwise shown. A 5s4 plate Is 5' wide x 4' long A 6.x8 plate L 6' wile x S long. Slots (holesl non parallel to the plate length specified. Double cuts on web members shag meet at the eemnald of the webs unless otherwise shown Connector plate sizes are minbaum sizes based on the fore" shown and may need to be increased for cenam hand- ling and/or erection stresses. This truss L not to be Imbricated with Itre retardant treated lumber oarless otherwise shown. For additional Infarnatlon on en.il ty Control refer to ANSI /TI'I 1-1995 ail*FAIHIXI L•137► elm, Ali bracing and erection recommendations are to be follow d In accortance with 'Handling Installbrg A iscing-, IIIB-91 Tru-cs are to be handled with particular are during banding and bundling. delivery and Installation to avokl damage. Temporary and permanent bracing for holding lames In a straight and plumb pos- Itlon and for resisting lateral forces shag be tl"Igned and Installed by others. Careful hand. Ung is esselallal and erecllon bracing L always required. Normal precautionary action for trusses require such temporary bracing durbig Iltstugatlon between trtmes to ovoid toppllrag and dondnning The supervision of erection of trusses shag be under the control of persons experienced In the wtalUtu tlon of trses. professional advice stall be sought If needed. Concentration of construction loads greater limn the design loads shall not be applied to truss" al any time. No lands other than the weight of the erector shag be applied to trusses unit) after ail lastening and hnr(ng is completed. JB: WINCHESTER B 4 AC: IOU UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 159# Support 3 256# Support 4 161# Support 5 74# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" T=.0.00ar MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-0-0 WO: WINB4 WE: WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 44.0 ft W= 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 66 0.10 6- 5 126 0.15 2- 3 66 0.10 5- 4 126 0.15 TI: VT1 1 9TY:1 = = _ ==Joint Locations=______________ 1)0 0- 0 3) 8- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ----LAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 0-12 42 3 -71 BOT PIN 2- 0- 0 78 0 -159 BOT H-ROLL 4- 0- 0 159 0 -256 BOT H-ROLL 6- 0- 0 78 0 -161 BOT H-ROLL 7-11- 4 42 0 -74 BOT H-ROLL 4-0-0 4-0-0 I 3 fr 0� -6 00 4X6 2-0-0 3X4 2X4 3X4 N, Q IlA IN 42N 1.50" 78N 1.50" 159# 1.50" 8-0-0 C/L: 2-0-0 C/l.: 4-0-0 EXCEPT AS SHOWN PLATES ARE TI-20 GA TESTED PER ANSI/TPI 1-1995 Over 5 Supports Imaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321.0064 Far (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Ft.32760 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing showit on this drawing is not erection bracing. wind bracing. portal bracing or similar bracbag which Is a Inn of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of Muss nlewlxrs Dilly to reduce buckling length. prowlslons must be made to anchor latent brachtg at ends and specified locations determined by the building designer. Additional bracing of the metal] structure nnv he required. (See HIB-91 of TPII. rrniss plate Institute. TPI. is bated at 583 D'Onofrio Drive. Madison. Wisconsin 537191 78N 1.50" 42N 1.50" C/l,: 6-0-0 1 scale = 0.8375 Eng. Job: WO: WINB4 Dwg: Truss ID: VT1 1 Dsgfir: TLY Clot: Date: 4-01-03 TC Live 16.0 psf DurFae - Lbr: 1.25 -rC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V:09.05.02- 31206- 6 uelign: Afalru AlialyllS !OU PATII: CATFE-LOKIIIMIEDIR rrrc• ne 7n n7 FLOOR FRAMING NOTES: Ir L.GH7 GUGE STEEL FLLUN XWS (IyW FLUAN Ce"ECrp6 . MAN. ffac./ ZMIT DAA¢ STEEL NY TRKE (49dJ a LPTA SEE DETAIL E/WS L YD L q [LGE pSTAfCE AND 5P{EIG S AYD RtSPE[TNfU. 71IE$E DYE.sO.s [ WED STIFFYER r/ r5A •0 - 4 . �' SCREWS Yf 0 TO THE CEY/ERllNF or THE SCREW. 0 rrPcAt �� NT�� WALL DESGN LOADS, D/Y'S L LNE LoAD • 40 Alt= DUD Lao • rf W STEEL .TEST AND CUT. r/�.rr,• LipL A TOTAL TOAD • 3[ EI slv/wr C(// AT PANEL JOINT. AnAjl ./ rn •06 . i'scRL7 . rraL DEFLECTON, SEE DETAIL Gf/vS-L U • USED FB sauD NOW FIRE LLLMM SEE DETAIL FINS SL rL • L/M ALW LDADS ASSUMED TO BE LAEAWAG ON RIM TRACK.21/Z• LEG UP PEMYETER WALLS aELT. FDQR SKEATMAr. F,G om LrauG GLLAED AND SCREWED E A57 tOCfTON ./ •. sCREWseac Eats . vac. FIELD C r/r•. rh'L/PraNT CUP LQI70N FLOOR FRAMING: ITEM DESMIFIGN YEL16ER LrAG aAYrn LEAGrH REL/ARl R2 MY rRACN IrrDf440a5a w A5 PUACHEO TAOS . frac GI mwm ¢rows AAp1AUCIIED f 4310%, G2 Gomm IrTDWS mXLPLOCTIEO f tr+ - GJ GMEA Ir rDF5 Mo. AIACrD I e•yA• /RCAKQ rSr XWIOM745-54L s. G4 1Lpu Gown jr TDA mpt NLGIED f IUD• IS-"'/ PU-f • Er•rh' JI FIST IrTDT5 kV.FUAC/IED it 11'0K' J2 JWT Aryc" I.^PurIED 5 ts••DIG• LBI LAWER LYRE. Ir TDNS fto URAC7IED ao r-04, SBI SOLID Otto Lrra5 ASp6UNMOAED 5 VARIES WI WEB STF.R ♦TSa MDyr470T2s4L55 w a0 D+6• SEE LAD? FOR LOYOd # NESTED tt rows W7NArMa 5. row . LPTA DINNMDRS/RfY rRKk 019 ON HON CS .+W ♦LL . fIE£r rSC RL Cl ow. ar //r'. rh'•b LR 50 to 5 VARIES I FIELD APOWD f I.Wo.Au" tw a.4" rlANoa WAILraaAVLIXT Lm . em crack r0 . cAf.D A t0 1e5 TV O O EARW N PLof fff .Now L..oYr mk ITFCAH AND Y.O. rMVfirP.R , ONMEMOME� -■■■■_- ENNONEEM- -■■..-- -■mum.E-- mMEME -■OMIMMMIM- ME , ,.■- ME■NE E. ,.■- M■MINE �■■ ME ��i I i NY rR.Cf -art To �LEE NY TRACE FLOOR DECK 1 A 1 FLOOR DECK 3 row row r-Ir • Q � '' � � IOY rR.10E RIY rRArf •Nr ro SITE y y FLOOR DECK C O FLOOR DECK raLPTAea � ea TD La[g0N orowrow row a . EVIN [ oSR 4If1 el8 d� MIR pon 2 CL N 14 g L. _J W � N O � 2 LLJLu 6a SHEET: FDO S T E E L J O I S T D E S 1 G N G U I D E Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 10 psf Dead Load and 40 psf Live Load TL Deflection = U240, LL Deflection = L1360 Single Span TL Deflection = 1-1240, LL Deflection = 1-1480 Single Span S acin n o.c. S acin in o.c. 12 16 1 19.2 24 12 16 19.2 24 7.25"TDJ18 16' 2" 14' 7" 13' 4" 11' 11" 14' 8" 13' 4" 12' 7" 11' 8" 7.25"TDJ16 17' 4" 15' 9" 14' 10" 1T 9" 15' 9" 14' 4" 13' 6" 12' 6" 7.25"T DJ 14 18' 8" 16' 11" 15' 11 " 14' 9" 16' 11" 15' 5" 14' 6" 13' 5" • 8'TDJ1!8 ": • - 1:7' . 6'. -:1'5' 4" 114' 0" 12' 6" 15' 11" 14' 5" 13' .7" 12' 6" -:8'TDJ1'6"-:.' : 1.8' .10'.' • •. IT' "1"' 16' 1" 14' 11"' 1T 1" 15' 6" 14' 7" 13' 7" VT.D11'4 `: '20' 2" 18' 4" 17' 3" 16' 0" 1 B' 4" 16' 8" 15' 8" 14' 7" 9.25"TDJ1B 19' 3" 16' 8" 15' 2" 13' 3" 17' 11" 16' 3" 15' 2" IT 3" 9.25"TDJ16 21' 2" 19' 3" 18, 1" 16' 10" 19' 3" 17' 6" 16' 5" 15' 3" 9.25"TDJ14 22' 9" 20' 8" 19' 5" 18' 0" 20' 8" 18, 9" 17' 8" 16' 5" 11..25"T.D116A.- :24' '1:1" ,. 22' A" 21' 3" 1'9' 9" 22' 7" 20' 6" 19' 4" 1T 11" V.-.25"TDJ14- . =26' 9" •,l ._24' ,4" • , :22' 10" -21" 3" 24' 4" 22' 1" 1 .20' 9" 19' 3" 1:1..2571)'Jt2' ! "29' 10" , '27' 1'll 25' 6" 23' 8" 27' 1" 24' 8" 23' 2" 21' 6" 10"TDW16 23' 1" 20' 11" 19, 9" 18' 4" 20' 11" 19, 0" 17' 11" 16' 7" 10'TDW14 24' 9" 22' 6" 21' 2" 19. B" 22' 6" 20' 5" 19' 3" 17' 10" 10"TDW12 27' 8" 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19' 11" 427DW.1:6 .A ••26'.9"'«- "24'•%0", ' ' .21" AT' 19' 7" 24' 4" 22' 1" 20' 10" 1.9' 4" 1271)W14' :; 28! 40' ':26' ;2:': -24' X'- 22' 10" 26' 2" '23' 9" 22' 4" 20' 9" '.12".T.DW12 ' -32' .2"' 29' Ill .27 6" 25, 6" 29. 3" 26' 7" 25' 0" 23' 2" 14"T DW 14 32' 9" 29' 6" 26' 11 " 24' Ill 29' 9" 27' 0" 25' 5" 23' 7" 14"TDW12 36' 7" 33' 3" 31' 4" 29' 1" 33' 3" 30' 3" 28' 5" 26' 5" *Please refer to span table notes on page 2.1 Floor Joist Span Tables (0" Minimum Knockout Offset) Joist Member 12 psf Dead Load and 40 psf Live Load TL Deflection = L/240, LL Deflection = L/360 Single Span TL Deflection = U240, LL Deflection = U480 Single Span S acin n o.c. S acin In o.c. 12 1 16 19.2 24 12 16 19.2 24 7.25'TDJ18 16' 2" 13' 1" 11' 8" 14' 8" 13' 4" 12' 7" 11' 8" 7.25"TDJ16 17' 4" 14' 10" 13' 9" 15' 9" 14' 4" 13' 6" 12' 6" 7.25"TDJ14 18' 8" P14'4" 15, 11 " 14' 9" 16' 11 " 15. F 14' 6" 13' 5" A T: 4" ,IT '8" 12' 3" 15' 1.1", 14' 5" IT 7" 12' 3" .�•47DJ16•'-r„' '1I8: a0" . -16' 1" 14' 1.1" 17' 1" 15' 8" 14' 7" 13' 7"tB'TD'JI,4:. :. .20'-:2".' -A7' 3" 16' 0" 18' •4" 16' 8" • 1'5' 8" '14' 7" 9.25"TDJ18 18' 10" 16' 4" 14' 11" 12' 9" 17' 11" 16' 3" 14' 11" 12' 9" 9.25"TDJ16 21' 2" 19' 3" 18, 1" 16' 10" 19' 3" 17' 6" 16' 5" 15' 3' 9.25'TDJ14 22' 9" 20' 8" 19, 5" 18, 0" 20' 8" 16' 9" 17' 8" 16' 5" 1.1: 25'TDJ1:6 '24' :.11i. '--.22' •7'. .21.' Z' 19' 9" 22' 7" 20' '6" '1'9' •4" - 17' IT '25' TD'J14' T' ,26'::9;'.- :'24' :4" :22' '•10" 21' Z- '24' 4" 22' '1" "20' 9" 19' 3" 1;.25'.T.DJ.1.2.' .-29•,-10" ;1 -._27'-:1" .25' 6" '23' :8" :27' A": ','24' 8" .23' .2" '21" 6" 10'TDW16 23' 1" 1 20' 11" 19' 9" 18' 4" 20' 11" 19, 0" 17' 11" 16' 7" 10'TDW14 24' 9" 1 22' 6" 21' 2" 19' 8" 22' 6" 20' 5" 19' 3" 17' 10' 10"TDW12 27' 8" 1 25' 2" 23' 8" 21' 11" 25' 2" 22' 10" 21' 6" 19, 11" •1:2'TDW1.6.: :;26' -.9". ; '23' 6" '.'21' .6" 119, 3" 24' 4" 22' 1" 20' 10" 19' 3" 12'.T.DW1'4 :' �-"28`10" =• 26' 2" 24' 7" - 22' 10" .26' .2" .23' Z' 22' 4" -20' 9" 1:27DWIT2 ' ' ::32".;2"-::; .29' :3" 27' 6" 25' -6" 29' 3" 26' 7" 25' 0" 23' 2" 14-TDW14 32' 9" 28' 11" 26' 5" 23' 8" 29' 9" 27' 0" 25' 5" 23' 7" 14"TDW12 36' 7" 33' 3" 31' 4" 28' 10" 33' 3" 30' 3" 28' 5" 1 26' 5" *Please refer to span table notes on page 2.1 T H E S T R E N G T H T O S U P P O R T 2.2 J U L 0 8 2004 Y O U " 12 I^ C Structural Properties of TradeReady® Rim Track SEC710N DIMENSION FULLY EFFECTIVE GROSS SECTION PROPERTIES NET SECTION PROPERTIES CAPACITY® HOLE ---ID----- A, In. L In. Atea. tn' wsryhl Itm IX. In' y. W Sx , hr' Sy. In' X, 71 Xo.In J. In' Cw, tr? Ro. In p Area-. W Ix-. tn' Mpos, 01.87s. Mneg. tn-M3. Va. Ibs TO 7.25 x 18 7.3d 0.0d51 0 493 1.612 3.550 0.196 0.868 0.092 0.950 -0 738 0.00033d 0.822 3.500 1.060 0.312 3-260 8829 9040 591 TO 7.25 x 16 736 0.0566 0.617 2.019 4 A48 0.244 1.085 0.115 0.349 .0.736 0.000659 1.020 3.503 1.060 0.391 4.083 17414 17851 1173 TD 7.25 x 14 7.39 0.0713 0.776 2.537 5.591 0.305 1.358 0.144 0.347 -0 732 0.001314 1.265 3.506 1.060 0.490 5.131 26184 27334 2335 10 7.25x 12 7.45 0.1017 1 103 3.610 7.974 0.427 1.921 0.203 0.343 -0.722 0.003804 1.756 3.517 1.058 0.697 7.316 46644 51102 5075 M a x 18 809 0.0451 0.526 1.722 4 506 0.200 1.007 0.093 0.328 .0698 0.000337 1.020 3.024 1.1348 0.346 4215 9754 9954 597 TO 8 x 16 8.11 00566 0.660 2.158 5.646 0.2e9 1.258 0.116 0.326 -0.695 0000704 1.276 3.827 1.Od 7 0 433 5.280 ,92d 1 19671 f 185 TO 8 x 14 8.14 0.0713 D 829 2.712 7 097 0.311 1.575 0.145 0.323 -0 692 0.001d05 1.058 3.831 1.047 0.544 6.635 29049 30211 2382 1D8x 12 8.20 0.1017 1.180 3.859 10.117 0438 22T9 0.205 0.921 -0.682 O.00d087 2.194 9.849 1.048 0.775 9.456 52239 56911 6588 TD 9 25 x 1B 9.34 00451 0.583 1 907 6434 0205 1.257 0.094 0.296 -0.6dO 0.000395 1.429 4.376 1.033 0402 6A41 11230 11d23 584 TD 9.25 x 16 936 0.0566 0 730 2.389 8 060 0.256 1.571 0.1 I8 0295 -0 637 OM0780 1.772 1.880 1.033 0.504 7.692 22157 22578 1161 I 9 25 x 14 9.39 0.0713 0 918 3.004 10.131 0.320 1.958 0.147 0293 -0.634 O.DO1556 2.113 4.717 1.028 0.633 9.656 33594 34805 2317 TD9.25x 12 9A5 0.1017 1.307 4.275 14A35 0448 2.786 0.201 0290 -0.625 0.004505 3.047 4.399 1.032 0.900 13.770 61000 66079 6731 TD IOx 16 10.11 0.0566 O.i73 2.328 9.779 0.260 1.773 0.118 0279 -0.607 0.000825 2.113 4.717 1.027 OA33 8.532 24471 25145 788 TD IOx 14 f0.14 0.0713 0.972 3.179 12.291 0 324 2.221 0.148 0277 -0.631 0.001647 2.621 4.772 1.028 0.544 10.844 36997 38669 1567 TO 10 x 12 10.20 0.11117 1 383 d.525 17 510 0454 3.146 0209 OZ7d -0 595 0.004768 3 631 4.738 1.026 0.773 15A44 66707 72999 d54d 1D 11.25x 16 11.36 0.0566 0 844 1 2.760 1 0.1321 0.265 2.133 1 0.119 1 0.255 -0.563 0.000901 2 763 5.286 1 020 0.504 11.986 27453 28117 811 10 11.25x 14 11.39 0.0713 1 061 1 3A71 1 16.505 1 0.330 2.874 1 0.149 1 0.254 -0.559 0.001798 3.415 5.292 1.020 0633 15.060 411675 413395 1815 ID 11 25 x 12 11 45 0.1017 1 510 1 4.941 123,508 1 OA63 3.189 1 0.210 10.251 -0 551 0.005206 4.729 5.311 1.020 0.900 21.444 75060 82560 1689 7D 12x 16 121I 0.0566 0,886 2.899 15457 0267 2.96d 0.120 02d3 -0.539 0.000946 3.181 5.630 1.017 0.546 14.311 29181 29849 B11 TD 12x 14 12 14 0.0713 1.114 3.645 19.427 0.334 2.964 0.150 0242 •0.536 O.D01688 3.946 5.637 1.017 0.686 17.982 44370 46135 1617 1D 12x 12 112.20 0.1017 1.586 5.190 27.667 OA67 4.201 0.211 0.239 -0.528 0.005469 5.462 6657 1 016 0.976 25.603 81073 88046 4698 1D 141 1, 14.14 0,0113 1.257 41.112 28791 0.3,11 3.803 0.152 0.21d -0A82 0.002130 5.561 6.567 1 011 0.829 27.3416 51330 53261 1574 10 14x 12 11420 1 0. 10 17 1 1.790 5.856 40996 0478 5.392 0.214 0211 -0474 0.006171 7.693 6.590 1.011 1.180 38.936 94430 102214 ' 4577 Notes. Ix - ly - Sx - O SY X Xo � J - Cw Ix' Mpos Mneg O Va Fy CC r Tab depth �o CID IV O O Fully Effective Moment of Irterta about X axis Frly Effective Moment of InteAa about Y axis Fully Effective Section MoMius up=X axis (small nange) Frdty Effective Section Modukn about Y axis (flange side) Distance Between Cefltrold and Web Centerline Distance Between CetNoid and Shear Center St. Venant Torsional Constant Warping Constant Fully Effective Moment of Inertia at Knockout about X axis Fully Braced Allowable Moment at Hole when Small Flange Is to Compression FM Braced Allowable Moment at Hole when Large Flange Is In Compression Allowable Shear at Hole 33 ksl for 18 ga. and 50 ksi for 16. 14. 12, and 10 ga. 4.00 inches fioist depth upto 9.25Inches) 6.00Inches (foist depth greater than 9.25Inches) I✓7 rn rrr, r- 0 M N n Z 1.25 1.25 I C TAB A A DEF1H 1 t �v m M 2.5 -- o A -4 tuns sEcnoR KET sEMM n 3n= � m O C Structural Properties of TradeReadyO Joist: 7 '/" to 14" Web TDJ11.25x1.75x18 tt.25 1.75 0.0566 O.BB2 2.866 f1.182 0.280 2.521 01D7 0.307 •O.D1/ 0000913 7.283 /.151 D.D52 0.574 13./BD 63596 63598 1383 1383 TDJ 11.25 x 1.71 x 1 / 11.25 1.75 0 0713 1 102 3.605 17.581 0.339 3126 0.239 0.297 -0 903 D.001866 8 860 1,13? 0.95? 0.712 16.707 81187 891I1 267D 2774 TD.)211.25 x 1.75 x 1 11.25 1 1.75 1 0.107 7 1.555 5.087 24 487 10 451 1 4.350 0 319 0.285 -0.880 0 005359 t 1.865 1.099 0 95/ 0.991 1 23.144 1 124535 1 152082 1 5541 8130 TOW 10 x 2 x 16 10.00 2 00 0.0566 O 810 2.718 11.287 0.378 2.257 0.210 0.398 -1.153 0.000999 7.598 3.901 0.913 TDW 10 x 2 x 14 10.00 2 00 0 0713 1.049 3 432 13 991 0.480 2.796 0.292 0.391 1.142 0 001176 9 286 3 883 0 911 TOW 10 x 2 x 12 110 00 1 200 1 0.1017 1 1.479 1 4.038 119 459 10.616 1 3.892 1 0 392 1 0 37B • 1.117 0 005096 12.490 3 850 10 916 TDW12x2x16 I2.00 2.00 0.0556 0.953 1 3.118 117677 10394 1 2.916 0.213 D.351 -1.047 10001019 11./67 1/78 0.945 TDW12x2x1/ 12.OD 2.00 00713 1.192 3.898 121943 0.479 1 3.657 1 0.296 1 0.344 •1.036 0002011 14031 4.460 D946 TOW 12 x 2 x 12 17.00 2.00 0.1017 1.682 5.503 30.595 0.642 5.099 0.397 0.]32 -1.017 0.005797 18 913 4.427 0.918 0 531 10.597 5/175 5075 1456 1561 0.659 1311/ 77238 91103 2245 3133 0.914 1 18.138 111919 133745 4448 1 9195 0.5/5 15.02A 57817 61322 1323 1323 0 677 18 60B 82699 97798 2580 2653 0 94D 25.762 121854 17523/ 1 4811 7773 TDW14x2x14 t100 2.00 0.0113 1.331 1765 32.279 1 0.49 /.611 D2D8 D30B •0.9/9 0.002258 1D.911 5018 0865 0.9// 31./05 8710/ 112335 1 2261 1 276/ TDW 1 / x 2 x 12 114.001 2,00 1 OA0171 1 885 16.168 145.0971 0.052 1 6.447 1 0.400 0 296 1 -0.926 10006499 126077 1 5.013 10.9861 1 1 321 1 43.772 130051 221389 1 5016 1 6026 Ibtot h M - S% Sy xo - J CW be Mom. vtk- C `a. Fy KnockoWHole Depth O 0o 1V O O r Rej Eflacthat kiomet of none about x Inds FUN Eaetlne Moment of bxena aboul Y axis F&oEbecb%e SectionfAodLAn abou x mds F10y Ellach•,a Section Modum ebme Y ants Drstwxe behveen ceniad end>"eb cenerlrra Distance Bemven Centtdd and Shear Center St verhat Torsioml Constant Warpinct Constant Moment of tnerba at Knockout abort F eas Fully Bracad Almvoato Moment M Knockout FL*v&aced Almraate Moment et FUA Section Movable Shear at Knockotx A 9tiwable Shear at Ft0 Section 33 kv 101 18 98 end 501 v for 18. Id. 12. b 10 9e 4 ?$ Inches (joist depth trptp 8 W-) 6 25inches past depth greater than 8 inch. axcbrdug 12 8 14 Inch) CROSS SECTION inch round openrg (joist depth o 12 arch)• 10 arch Iound openng tip St depth a 14 rrx[h) MwAfimoam 0.67375 KNOCKOUT A - - - DEPTH 0.625 0.625 8 NET SECTION m m r 0 m (/1 n Z L ) C 0 m S a. I Job Location: WA lJoist ID:TfadeReady® Joist A Job ID: WA Page 10l 1 JOIST DESIGN REPORT TradeReady®R Joist J1: 12.00in TDW 14ga 50ksi ® 24.00" o.c Dietrich Infinity v5.19b [A] Iet (C] 22-0-0 22-0-0 44-0 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS sts�cZol,.� Type Jost Length 143-11-8 TyplLel Spalinp Member Invrerdory Joist Welgflt Gly, (Joist) I d Piles &a75Tp ftdmuls TradeReady®Jtist 2.0 0 master 172 (lb) 11 1 1 Top Flarlge Cord and l3ra6q jutnom Members Additional Loads Member Interactions J Load Two Stmt}NN End Start Ed Stan Ly- En11ot, Ham1 khAll 12 Momilft llln-b 0 � 12.00i, IDW 14ga 5OW 0 24.00• of Ltea PUK .3520 -3520 -374.0 -374.0 000 aao Memmt(Sa6d) 74508 9TM 0.762 22-ao W Track Or Mane,ttKnodL) 72050 82143 0877 22.1.12 IAI 12110' TO 16pa 5oksl 0 aao L� point J520 -0520 •371.0 •371.0 44-0-0 44-00 Mome t S12b. 74506 94371 0.790 2240 IDI 120VITT 16ga501s1014-a0 PIT LinElmAskullbl er l A�j[� 61�aT� Web Stiffener PIT 00 0.0 -81.0 -81.0 000 aao Shea(W 1421 2238 0635 2200 II 1' TSB Ilga 331s10 22.00 I' She rlKnody 1405 2595 0542 21.104 0.0 D.o e1.o -010 4100 41 a0 CST 25•TDSBlaps33ksld.%WBack air ac. Worst Case Support Reactions ) SherMome i(K�k) 0 1.083 1�e 100D 0983 1053 22Loco0100 22.1.12 Openings yS YAM (in) GIavlNLoad (bl UALoad fib DeexOon Actual M AAonrbltM VI L 5M Knock JAI 350 2576(DLSLLI) .109"A ToW Load 501 240 0479 910-12 Size: (h=aOVtw=ear) IBI 350 2941(DU4LI+U2) 0 Live Lead 590 360 0.610 9-10-12 Locauc Unk,m+m(II s knodmul atom me a supped or point ICI 350 2576 (DL+LL2) -109 (LLI ) 9.10-12 bad.11n slberepabed) Designer Notes: Mention Live Deflection o.52 k Field an Web Actuai1N Agordblalb1 S! !off Now WC 0 0-0-0 2576 28n 0.913 aao Drawing Notes: WC 0 n-o o 2641 2414 1.177 (ws re#) 2200 WC 0 44-00 2576 210 0.913 44-H ON. 1:1 he engineer's seal on this design drawing apples a* to I,t depkied bdvldr0l lebl Web Horned h9d ram ! arrponn h for the b� n povlded by the ambner and as stK m a, bb drardrq The teal WC/M 0 22-0-0 2174 1.500 1.450 tws regd) 22-M dW riot iled rpmt be rIn arty oars wry. Messages Web Sffem WS 0 22-M AcWd lbl 2a41.042 OA�Ia m1 5787.000 0.4491 22�-00 Enom ERROR 0IFORFAATICH • Meat)- 1 Check Enos Web Cr�q'Mmmd treed Load Cornbadm DLHJ_, r 1.45 ' O Shea Moment AI Nde Wed Load Cmbinabon OLrLLt lz I.OS w/ 1 V F__Cj S • S" C ��— �� W Sae dd not pass d checks. �.� ET'_7 1-'lOti-I E7'JT Normal Lmds DesVW W. ILA V > 3 Lice: Dead 40 psf 12psi Revb•wed By. Istsubudeak IVA Cormbaled 0b Revision 1: IVA ILA L O 8 200 \\ \ COi Q`n) �' (•Sti`ll = D 7 1, 3 I L6A C)V W613 Denedion: Revised By: Revision Date: IVA ST1F=-F -rv6j4 .4—r Total: 11240 IVA - r TGT 13E live: 1.1360 .:..r, r..r...ur..,Ar•. ..i..,.r�..w rrr r a... Dale: May 12, 2003 Thne: 11:00 Page 1 01 1 Job Location: WA Joist ID:TradeReady® Joist J2 Job ID: WA Page 1 D1 JOIST DESIGN REPORT TradeReady® Joist J2: 12.00in TDW 14ga 50ksi ® 24.00" o.c Dietrich Infinity v5 DN-1 MENNEN lAJ IB] [CI 22-0- 7 4 8 29-4-8 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS T ype Joist Length Typical Spad np Member ImeTlay Joist Wew CAY (Joist) t 01 Plies Bracing Krnckads I radeReady0 Joist 29.4.0 2-40 master 115 (1b) 1 1 Top Flange Cat and lkmbV lhim m Members Additional Loads Member Interactions Joist 120dnIDW14pa5Ud024.00'0C Loud Tin � �1+1 $Piles l SW Lm End L= LkearPdriL .2400 -240.0 •900 -90.0 29J-8 29-CB � M°me"g5dd) �1101b 5a013 Morrbte flwlb 97798 �J Loce 0593 22.0-14 22.1.12 rp Mommll1j=1L) 57116 62143 0695 tk� �� MamYdStab• 59013 W91 0679 22.014 (A) 121ATo16pe5Ual00Up ICI 12W ID 16ga 5OW a 29.4.e .352-0 -3520 -374.0 -314.0 OOd 0-H PO � � Lb) Ill 92 Lo"em Webs Herter LhmzPokd. 00 00 -81.0 -810 o" 040 plc �at� Shaa(14nck) 1358 1335 2235 2595 0007 22.0-14 0.514 21-10� II 4' 15a 14ga 33W 0 22 0-14 Worst Case Support Reactions Shea7l+brraad cowl A�e�l SDI L Ondn9 shemmonengsoed) 0720 1.000 0720 22.0-14 2.5•TDSB laps 33ks1 nd solid Bod av o r Sr V40Ilnl Orr ^ Load Ibi U SheerMmrnkft&) 0 705 1.60p 0.705 21-IM JAI 350 2535(DL+LLI) $� openings P IBI 350 2402 lot 4 L I +U.2) 0 De�ecOan � Alloaabla 0 1_ I(rnockaA (Cl 3.50 A64(DL+" •498(LL1) Total Load Live Land 575 743 240 360 0417 9•II.3 0 485 9 11.3 Sixr (h = a W i w = a OV) Designer Notes: Ma,anun tom oe� 0461n. 9.11.3 Location: Urdoromr(9 a krKdout mn over 2 M44 l a pokd MadRsm llva DeAec9a1 0.35 b 9-11.3 bad. 0 must be repaked) Eetd�y Drawing Notes: WC p 080 2Web �L �� 06 0 0� None DN-1: The erpineers seal m erb design dawtry Wpen aiy b ere depktW kdvhdM )dsl WC 0 22.0 14 WC 0 29-4•8 2402 %4 2414 210 0 995 22.0-14 om 294.6 rn lace— 1w fro loads as padded by to asbrrQ and d dmwn en Ib daft The seal "not be relied upon in eery o0 er vM. eby7 MQ� w Allowable M I = Messages WrYM 0 22414 1.76e 1.500 1.192 (ws rapt) 22-0.14 Web Sftnei r4 kd lb1 quaff a lbt 0 L� Nam w3 0 22014 2402203 5797.000 0.415 22.0-14 Normal Loads Deslpred By: WA Live 40psl Reviewed Or. WA • Doh 12 psi Ist Smm�ilmt WA CMWt2t0d o b 0: Ivvbed VA RRevkbn Or. IDeflKuon: Revwm Date: WA Total 040 U L 08 M 4 clue. 1SB0 __J He name: D.\Dletddl Jobs\May\Cuntiertand (FL).dpr Uale- May 12, 2UU3 I Iona: I l:02 Page i of 1 Job Location: PUA Joist ID:TradeReady® Girder G5 Job ID: WA Page 101 JOIST DESIGN REPORT TradeReady@ Girder G5: 12.00in TDW Aga 50ksi @ -1.00" ac Dietrich Infinity v5.19b EJr-, [A] IB1 1131 22-0-0 22-0 - -- — 44-0-0 — — THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type Joist Ler P 143-11-8 I Typi al Spacing I7lerrnber Inventory Jols1 Wegtd Qty (ids[) 1 d Plies &aging Knodcolds lladeReadyM.Idsl -0-1.0 master 172 (Ib) 1 1 Tap Flange Cord and gracing t *wwn Menrbels Additional Loads Member Interactions J 17 oUtn IDW 14ga SOW 0 -1.OU' o c Load Tvoa Start Live End Start Dead Erd Dead Stxl L 6 E L3 vs Line. Pit -80 0 -80 0 -24.0 -24.0 a" 44.00 Rg09 Martwil5old) kW ("I 62714 Alma* fh b1 97798 92 0641 22Lo act o rn nlrad Pain b 00 0.0 -1620 -IRo aao 00-0 MaMUK-orb) 60861 82M 0741 22.1.12 JAI 12 W ID 16ga %ld 0 000 Pobd b .70r,0 -700 0 -748.0 -748 0 000 DDO Morrell Stab. 62714 54601 0.741 22.60 ICI Iz00' ID 16ga 5111d 0 44.00 Pont b 447.0 447.0 25.0 28.0 30,00 300-0 Pobd.b 0.0 00 -87.0 -870 44.0-0 44.00 �( Nb elbl CSI ca Loean WebSiBene Pohrtb -3780 -3760 401.0 -401.0 44-0-0 44-0-0 13�J IS 22-0-0 0 C TSB 14ga33W 0 22.00 Worst Case Support Reactions Shen(Wrotk) 1380 25% 0524 21-10-4 ftmbgg ktd 07 Lwft 25tDSB I Op 33ksI d Solid Bock ao o c. Uporl Yfx1h fin &r^ Load (b) U0611 LOW (b) ShearMcxnent(So0d) 0789 - 1000 0789 22-0-0 JAI 350 2578(DL+LLt) .67(LI2) Sheafmonlenmj rxxk) 0.814 1000 0014 21.10-4 Openings IBI 350 2449(DL+LLI+LL2) 0 Kid ICI 350 1700(DL+U2) .109(LLIJ Deft Total Load ACW 497 AkNeMbl 240 0 0483 I,--B M 9-10-12 Size: (h_8.0(rtw=800-) DeslgnerHoles: LiveLwd 590 360 0610 9.1012 LOceean thdmwr4g a knuckoN auras vier a mffort or poled Maxim, ToW DeBeceon 0 53In 9 ID 12 Wd,nmr6tberepaked) MmdnanLive De8ec8on 044In 9-10-12 Field Drening Notes: WebGboh>o Actual (b Mow" lb CSI N Ilona DN-1: The engineers seal anemgn rb destawbV apples only to be depleted kxtvkW lotsl WC 0 0.0-0 WC 0 22.00 2573 2449 2822 2414 0.9 14 I 1 (ws�) 0-0-0� 2200 mmrQanb ka be bads as povlded by be anmom and n dwwn on bb drarrhq 1hs teal WC 0 44.0U I T00 2822 W2 4400 rated won015 slut not be raan b any obi way. Web M � 0 I = Messages VrW022.0-0 1.859 15M 1239iw3ngd) 22.0-0 None Web sgmmm k1wal M Nvffwe L41 0 LOCO WS 0 2240 2 IMI 5787.000 0423 22-00 Hornol Loads Desk w ey. WA Live. 0 psl Reviewed By: NIA r82 Dead. 0psl Isl Stdaril k IVA cone"aled 0 b Revision 1: NIA ^IRevisedW. ' 4 Denedlon: RMslar Date: N/A j Taut 1/t4o NIA Live W60 a.ie e- n vwer..,-k khti k"=,ar—a,o,r=.,.+ Irl r n,., Dale: May 12, 2003 Time: 10:59 y ; Page 101 1 Job Location: WA Joist ID:TradeReady® Girder G4 Job ID: WA Page 1011 ' JOIST DESIGN REPORT radeRead R Girder 64: 12.00in TDW 16 a 50ksi @ 1.00" o. Dietrich Infinity v5.19b DN-1 lAl lei 3-6-12 3-6-12 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS type Joist Legth Typical Sparing Mernber Inventory Joist Weigh oty (Joist) 1 of Pies &sang Kno&gldy 1taUeReady®Joist 3.64 0-I-0 master 11(1b) 1 1 TopFlarlgeCordandBla* lhtlutown Members Additional Loads Member Interactions J 1200in IDW I fiSp 5Okt10 - 1.07 o c tmdIUse EW-Lkl to �3� ,S�rW1U End Line, PO 6 0 6 0 .58.0 -5e 0 0.. 3-612 Momem Mom 4soid) irb ear EeO�dhlefYfbl 00 '�� Nm rac* Worst Case Support Reactions More VdmdL) ear 64322 57531 3 0015 1-9-6 JAI 12 00' 1 D 16g2 5fdaf 0 0 00 JRI 12W' 1D I692 5ft 0 3 G 12 &VMn Wk9h (in Grayev Load (bl UA Load 161 k omit Stab. g34 64322 0 013 I-98 JI' 9 JAI 350 65PLALI)-10(LLt) jD) 350 Stxarl ) gftat5k>adf l 111tV 1 1 �e L ' 25'IDSB I ego 331a1 w/ Solid Bock e0' o c. 95 JDLAL1) •10(LLI) Slma (Knndc) 7e 1294 0060 0-010 0-1.12 Openings Designer Notes: SheerfMorrmrd 010.0 KrAxk s?—Mmm,gscad) Imo) 0006 D.00+ 1 Loos 00 0OODr ai�2 sb e.Do' , �, = e Dv► Drawing Notes: Loeallon. Unbmrm(e a knodeaul omae over a sLpM a poled load, 0 mal be repaked) DN-I: The egneees sad an Ids deafer drawky apple, mly, m fm depleted kdvldral lotsl L� 1� 2rAtlo0m"I M 0 1Loce conpmem lor the loads esprmrded by Ir aaloom ud a down m Irb drevkg The set Live Load 1324651 360 0 ODD 1-9 B F*M stud not be re0ed rgmn In arty oem way. TOW Deflection 0 01) In 1-g e Ilona Messages Madam Live Deerlm 0 0o n 1-9 6 None web GboM1m wC 0 000 eASckral lb1 2295 000037 D� 0 Ol WC 0 3412 as 2295 0037 3-6.12 Web Moment Achial EIJt4 99 I-malm — kk d ibl Allowable 1b1 0 L _ Normal Loads Designed@)• ILIA LNe: 0psl RevkwedBy: WA Dead: 0pst 151Su1znleak NYA Cormbeled: 0 b Revision 1: NIA O nn�r J U L n De0ectla - Tom, Revised By: RevhlmDate: IVA WA -- LNe VND L/360 Fie name. D:1Dielrirh JobsWay%unksland (FL).dpr Date: May 12, 2003 Tom: 10:58 Page 1 of 1 JO1p j DESIGN REPORT Job Location: WA I Joist ID:TradeReady®Gilder G3 IJob ID: WA 1page 1011 TradeReady®R Girder G3: 12,00in TDW 16ya 50ksi @ -1.00" 0.c Dietrich Infinity v5.1 JBI I,-, It— l -t- KAECTe no GvrGt=nc Ai I ¢FT nFCI(H r.PITFRIA FnP THE I ISTFr) I OADR Ib I nC JUID I IVILL 1 J VI I I SPe 11adeReady®Jtisl /,— v-. Joist Length 8-3-0 Typical Spacing a I-0 — — -- Member IrrvaldDly master -- -- Joist W 28 (Ib) 1 101 Plies 1 BracbV Top Flange Curl and Bracing Knoclu><ds Urlalorm Members Additional Loads Member Interactions L-D► 12o0'nTDWIsp501W0-IOF0c Load $)ate EWLMe Start D D SWL= WLS Um. Ill 2450 2450 32-0 320 GOO 6.3.8 trlaTe" MOmod(So1d) LkL41 26592 61322 ( 0113 LI E01 /•1-12 /-1.12 MorradS11b 26592 5T533 0162 �1� Worst Case Support Reactions MorneNSFab 26592 �Oa13 0652 41-12 1200'1D16pa5t11dOD60 pq 1200.1D lsga 50W a 0-90 wdlh MI Gm M load (bl lh>Gn Load 1b) 5 i ge Pct d (b1 t * Ills e 1h1 0 0993 040 IN 3.50 0 •110e(DLv1L11 Shear(Stild) 1106 ri� PI 350 0 .1108 (DL4111) $Illa(Krr0eJl) 1059 1294 O ats 6.1-12 • 25'IDSB tape 33ksl d SaEd ®od air o c. Designer Notes: Shearrt,Tareyll ACIM 0 °Cep Openings ShewMarrmd(Sold) 0955 1.000 0985 00.0 s-1-12 SheelMorrerd(Knock) 0684 1000 0681 Kmck Sbh =eocrKw=800) Drawing Holes: ep eertim Awl 1981 210 0162 1.1-12 Locelar Unlmovrt (II ■ Imockout ocaas we a s,ppal a pdd DIl- I: the engbeefs seal on M design derMg apples a* to to depkRd k dvid,r�l low Total Load Load 360 0162 4-1.12 load. 1 m6i be terrAed) COnPo�'b br Me barb a prpvded by Ile arras aridas shorn on Ib dleelrq The seal MwLive MardneaniotalDelleclan OOSIn. 0 05 4-1-12 b shall not be celled upon In my other way Maxhnmr LM DeflecCm 0 01 in. 41-12 None Messages Web CrbOth,a Acklal (b1 AOooable 161 92 Lorton Norm Web nar Achlal ABOA0� Loca� Web sffAermr Ac (b) AkwMe Ril Nornol Loads Designed By' WA LNO 0psi RevtenedBy. ILA Dead' 0 PSI 1sI Subrtiaet ILA ConcensBled: Db R.YW 1: ILA Revbed By: WA Derlectim Revhlm Daft ILA 1 otaF. 1210 Uve: LldW errs A n• nnn } File D-I name. Dlellfcil JobslMay Cumberland (FL) dpt Dale: May 12, 2003 Time: Ia51 Page I of 1 Job Location: WA Joist ID:TradeReady® Girder G2 Job ID: WA Page 1 of 1 JOIST DESIGN REPORT TradeReady@ Girder G2: 12.00in TDW 14ga 50ksi @ -1.00" ac Dietrich Infinity v5.19b DN-1 'Al JBl 22-0-0 — — 22-0-0 THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Type Jolsl Length Typical Spacug Member Inventory Jolsl Wevd Oty lids[) f d Pies Bladrg KrlodmtAs T1adeReady®Jdsl 21-II-0 0I-0 master 66(lb) 1 1 TapFlaWCont.andBladng Uninoml Members Additional Loads Member Interactions ILJ Lmdd It,» slad �� ShvL+ts9EMDStan Aca fFfbl 98 flrHb 05 120UnIDW1/gaSCW0.1.00'oc Line,pll -900 -800 -240 .240� 00� 22�000 an Mmt(Scm 5441re 97798 0556 9-10-12 n lreck JAI 12W 1D16ga5da10040 Pdnl b 0.0 00-e70 -e7o 0-0 0 0.0-0 Pdnlb -3780 -3780 -401.0 -401.0 000 000 lvl--A nDck.) Mmwd Slab. 54410 54418 e2113 97798 0 662 0556 9.10-12 9-10-12 IBJ 12A0' ID I Ep 5dd 0 22 00 Pohl b -222 0 2220 d3.0 -83.0 17-6-0 17-s o PCKb 513INK fthM(lb Biacy 101&0 1010.0 730 730 17-7-0 I7-7-0 Sheal(sdld) 1137 Aftwft 2238 fib1 0 0508 I.acafal 17-7.0 25'IDSBI8ga33WdScidBlack a0'ax. Worst Case Support Reactions SiwrV—dL) 1137 2595 0438 17.7-0 Openings EAMM WkffilM Grwyl�Load(bl U08111.0d(b) Shearrtdomerd Aftlal NftwO! 92 LON IN 350 1838(DL411) 0 St1eaM-ent(Solld) 0310 1.000 0310 9.10-12 orJcoy PJ 350 499(01.+111) 0 ShearMarcrd(1010rh) 0439 1.= 0.439 9-1412 she (h erdmu w ll Designer Notes: eP llecam �ko M Nun*$ M 0 . alum Lace n. Unboepah a to <kad auras era o sigpal a pand IFOU Load 471 240 0 507 9-1012 0 bad 0 mat be repahed) Live Load 717 360 0.502 910,12 Drawing Notes: nm MmdTOW DdecOon 0.55 h. 9.10-12 IFlailI MwM mLlveDzflw5m 036n. 9.1012 DN-1:1 he engheers seal on f ds des[ n dawbV egAes mN to On depicted hdvU al1*1 Web Crtdm Actual Ibl AlIpw*@ (lb 0 LOM mpmenh b fK bads as pwMed br be gatome Etas damn on fb dawi g. Tin seal WC 0 "o 1838 2822 0 651 0-0-0 dml not be leeed upon In ollm way WC 0 17-6-0 305 2414 0126 17.6-0 Messages we 0 22¢0 499 28n 01 T7 22.00 None Web Moncd Ace, WOM 0 17-6-0 03a9 1 0208 176 $OJ Web srnen" Aeerd lb) Muw" IbI 0 Lxatbn — Noted Lords Deshpied Br.. WA Live: 0 psi Reviewed By: WA Dead a psi Isl st&HIIA ILA 782004 coxenkaled Ob Revhlml. IVA Revise Danedlon: DaBy: RevtslmDafe: NA WA Total. L1240 Live: U360 Cnn .. �...e• n 1".f�h 1nhcU —Ar, „r♦ —l—A M 1 An. Dale: May 12, 2003 Time: 10:56 Page 1 of I IJob Location: WA I Joist ID'TradeReady® Girder G1 Job ID WA JOIST DESIGN REPORT TradeReadyu Girder G1: 12.00in 1 DW 14ga 50ksi @ 24.00" a.c IF. Page 1011 Dietrich Infinity v5.19b 3S�lw„;}�i+ri�9:-f•,_- -`�1 = �_:.t �6$•.,i�'.;'.ii. - - - - - "'.•'_ti ."r=,%r'-"'::.r-' =_-- L .t". " .,yin . _ - :�'-=r'•_i� - :.1��r1=.;�,..:: t =.: _ti -"•�.; `'3 : . _ - �h... --n = — - '"^��tG - - �:-- "tr-:S-I-i�•- ..'h7i+.�=:-.: ;L-`^; .'I�+c=jw.� - 1 - b-J�. - �' •�_�_ ...6F .._.::,`-7:'. ,• . L. �-_So f�. t..r�..,_.: `c�_: _ '- :ia�_--•-.:c. ':II:' Ali:•_: 'Jt --'-:r.ir.'�,:G �7_=�:_r,7T;::3�.:L'i: fj•i,. +. Bj 0-0 0-0 THE JOIST HAS FAILED ONE OR MORE OF THE SET DESIGN CRITERIA FOR THE LISTED LOADS (5&E I ype Joist Lerig0l Typical Spacing Merftei Inventory Jolsl WeIgM ay (Jdst) i of Plies Bracing Knockouts i iadeReady® Jost 43-11-8 2-0-0 master lurhum 172 (lb) 1 1 Tap Flar>Be ConL and Bracing Members Additional Loads Member Interactions Joist IJmd TJ�4 Lb 120an TDW 14ga 501010 24 Qr o c ft hack JAI 1200' ID l6ga 501a10 040 A I200' 1D l6ga 50a10 44-Go Web Slillism II 4' 1SB 14ga 33ks10 22-00 Dacing 25' I DSB 1 ega 33W ed Solid Bm k air o e Openings Knock a9 Size: fh=6OD' sw=800-) Location: Unknown(II a hwJLutd o=n om a sWpod a ptitl had• (1nrs1 be reported) Field CtA nine ! 9 gHn an Start Lae Endue POK111 -200 •200 •22.0 -22D D-D-0 aa0 M�Q,K„p 7/Ac Orfbl 911�wablefhDl 92 Po22•a0 htLb 0.0 00 610 -81D aa0 0-0-0 Mmtmd(Krcck) 72050 62143 0a71 22.1.12 POK1) -200 •200 •22.0 •220 44.0-0 44-a0 Manerd Slab. 74506 94371 0790 22.00 Pandb 0.0 0.0 -al.0 -51.0 4140 4140 Worst Case Support Reactions RM kkw lb Allow" fib 06 (�) 14211 2239 0635 220-0 i%FM �U fin G("Loadfib LW Low b) S—IKrx&) 1405 2595 0542 21.1D-4 JAI 350 1065 (DL+LL I) .I09 RM arIM r ntr klual MI 350 2841(DULLI.LL2) 0 SheaMmunt(som 92 0963 I.� le 0963 22•010 ICI 3.50 1MS(101.412) .109(LLI) Sl—M--4Knc&) 1063 1.000 1.063 22.1-12 Designer Notes: Denecfon Actual M AIJOw*eM 0 Lom IOW Lm� d 240 0479 9.10-12 Live Load 590 38D 0610 9•1 a12 Drawing Notes: MadmeonToWDeOectim o52h 91a12 Me*— Llrs Deflctlm 0.44 h 9- 0- DII-1: ent enp0teds seal p thiud edbydesign e Gamiciawing appm n as m the n this d heht&W W31 Web CrbolhnkbiA lb Allow" (bi 9Wccanot b 9te train any allher way en aamrrn and a shown m bb dmtirtp. TM seal WC 0 D-00 10555 0033D4 Lmal 0. 5ha1 rtol be re5ed tqm n any a9tB way. WC 0 2240 2841 2414 1184 (ws regd.) 22•a0 Messages we o u-0o Ices 2e22 o3a4 44010 Frras �l or 22-0-0 2� 1 ERROR MFORMATION- Mentmj _ � (wemgi) 22400 ChecW�kEnos W- ebS6nc� �!W_Lb� �L� 0 Clppitq?AuMnt bled Load Cmttinalvt DL.LLI ,1.45 WS O 22-0-0 2541.042 55787.000 0491 22Lak�eul Shear Marenl AI Rde lased Load Carbtneut DLrL L1 1.06 Size �_ K �/ WED 3 ? tic not pan ore checks.` f ��'�� N�nr--tc7vT NorrtnlLoads �• Daipred By: + (r Dead, 12psi IslSRmIedbt J ` Dead 12ps1 ISISIbnieet \= I 1 1 3 Ccr a !baled 0 b Revislm 1: OK W/ Rvised ey. Deflection: Rmdsim Date: Sn F FE7vO?2- Told 1l140 AT I rJ-I 2 7<I�I D1,9I� Live, 1l360 nJ c—1 rr21/J 67 tcl IVA WA ILA IVA WA File name. DADieldch Jobs\lAay\Cumbeiland (FL).dpi J Dale: May 12, 2003 Time: 10.52 Page 1 0f I tcl IVA WA ILA IVA WA File name. DADieldch Jobs\lAay\Cumbeiland (FL).dpi J Dale: May 12, 2003 Time: 10.52 Page 1 0f I J• JOIST DESIGN REPORT Joist ID:TiadeRead Joist J3 Job Location: WA 1� TradeReadyli Joist J3: 12.00in TDW 14ga 50ksi @ 16.00" o.0 DN-1 Job ID: WA Page 1011 . Dietrich Inlinily v5.19b - tat [cl [AI 4-2-a _ 26-2-4 -- THE JOIST MEETS OR EXCEEDS ALL SET DESIGN CRITERIA FOR THE LISTED LOADS Wtodtoul9 Joist Length lypcal Spaoslg Member inventory JoLst We gtd oy (Jdsl) t d Ptes &acing I YPo 102(1b) I I Top Flange Cori and Bladng Lht WM IladeReady®Joist 26-1-12 1-4-0 masler Member Interactions Members Additional Load, �� L�JOLIAy>» ;tom Lis Start Dead F�QIa4 ; End MOMIT Add 421 97798 0131 22-1-3 22-1-12 12oalnIDW14ga50W01600'o.0 oeaPoK .240.0 •240.0 •90.0 -900 28-2a 262.1 �) 11639 82143 0507 22-1.3 1 �" — 12 0� ID 16ga 511kd 0 a0-0 D -3520 -3520 -374.0 •371.0 0-00 0a0 Mm*MStab. 42154 9179E 0,431 04 Iw 12W iD 16ga 501d 0 262J Pit C1e' 0.0 o.o eto al.o aao 00o M( ) steat�l 101h0 1007 2595 1 038E 22�1- 22-1.12 • 2Pd 5'1DSBIep33kdvdS[OdlitodcavoC. Worst CaSupport Reactions ' Ab a 1000 Sal 0390 � 22-1.3 Openings GravfNLoadlb) UM SbearMm mt(solld) SheoMomerd(IOnck) 0390 0.407 1000 0.401 22-1.12 l JAI 3350 1674 (01-41.1) •1 (tL2) E�� 0She:(h=800'tre=8oU) m Lwa Unluem tll a knodmi i 0=5 aver a m ffcd a Print CBI 350 192E(DL+LLI+LL2) 0 ICI 350 424 (11.2) •713 (DL+LLt) T� LNeload 9449dIU1 1232 240 360 0253 0292 9.1 1-5 9.11.5 bad, t mat be iepahed) Designer Notes: Mxdrem Total Detledon 0 28 h {}11.6 9-11.5 d Gul Mown Live DaEecton 021 h taro Drawing Notes: WebCrboEno WC 0 0-010 klualIt) 1674 Allavvable 1 2822 0 0593 aao 22.13 D14-1: the erghieds seal on ids design dawir g Wphs only to he depicted it dvldral lobs WC 0 22-1.3 y� 0 2&2� 1928 440 2414 2822 0799 0.156 26 2� emporerb Its he bads a provided by tm taalone end a storm on tb dawbq The sal Pima 0-1 Localon ddi nd be reled epon h e7 ofm way. Web WC(M 0 22.1-3 Actual 1.390 15o0 0927 ?2• W Messages Web sliffew ACyal(bl AIM 0 1J 1 None Normal Loads Deckled By IYA LNe; Dead 40psi 12 psi RevkwedBf: Isl Srbnilbt tVA WA Coxerdated 0 b RevWW 1: WA WA DeneeOan: Revked gy Revisbn Date: 141A idol. Ut40 LHa: nso Dale: May 12, 2003 Time: 11:03 F9e name D:\Dieldch JobsVAay\Cumbedand (FL).dpr Page 1 of 1 MAY-06-2004 11:03 FROM:NISUS CORPORATION 865+577+5825 TO:4072653751 National Evaluation -Service; Inca 5203 Laastwrg Pke,- Sults 000, Falls Church, Vlrglnla 22041-3401 Phone: 7031931-2107 Fax 703NO31-65DS webslte: www.notevel.org P.0021003 NATIONAL EVALUATION REPORT Report No. NER-617 Copyrfght 0 2001, National Ev"411 an Sarvks, Inc: Issued October 1, 2001 SORA-CARED TERMITICIDE, INSECTICIDE AND The Instructions wtthin•this report govern 11 there are any confliata FUNGICIDE between the manufacturers published Installation Instructions and this report NISUS CORPORATION 100 NISUS DRIVE ROCKFORD. TENNESSEE -37933 800-2"M70 ' . pZawlDntsuaooro.emm www.nIsusoorn.e*rn 1.0 SUBJECT BORA-CARED Termlticlde, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticida is used to provide protection against subterranean termites. SORA-CARE Is a Federal EPA registered Tefrntticlde that is applied to wood 'surfaces by spraying, brushing, "and Injectlons and prevents Infestation of subterranean termites. BORA-CARE kills the terrnitea through Ingestion. The active Ingredient In BORA CARE Is Disodlum Octoborste Tetrahydrats (DOT), which Is a mixture of borax and boric geld. SOPA-CARE utilizes a patented formulation of this mineral malt (DOT) end glycols to penetrate -and protect the wood. When SORA-CARE Is applied to bare wood, It penetrates the wood and deposits DOT. Diffusion of BORA-CARE Into the wood continues after application until there Is uniform distribution of the active Ingredient In the wood member. BORA-CARE Isweter soluble. When fresh woodwtth no sealants In treated with MORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member Is pwmitted to be cut after treatment Is complain. 4.0 INSTALLATION 4.1 General BORA{ARE Termiticlde Is Installed In accordance with the manufacturers published Installation Inatructlons and this report. Applicators of SORA-CARE shall be trained by the Nisum Corporation and shell be licensed pest control operators. The manufacturers published installation instructions and this report shell be strictly adhered to and a copy of these instructions shall be available at all times on the Job site during Installation, /2 Application BORA-CARE Is a coneehtrate that must bi diluted with water before use. The dilution rate Is one part water to one pert SORA- . CARE• for all pretreatment applications. • Prior to dilution, BORA- CARE Is a thick viscous liquid similar In appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE Is applied by spraying, brushing, and infection. BORA-CARE Is not a restricted category pesticide, but shall be applied by a professlonei pest control operator In accordance with local, state, or federal pest control regulations. SORA-CARE Is clear and odorless. All wood surfaces shell be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection t:onslste of treating is two, foot band of wood around that perimeter of a structure containing a crawl space or basement when the wood comes Into contact with the foundation wells or support piers. This treatment Includes the Joists, headers, eltls and subftooring areas. Pretreatment of a slab on grade structure consists of treatment of the 'sill plats and two feet up on the waif studs and wood Sheathing. On wood where access Is limited to one or two sides of wood members.such as sills and plates on foundation walls, apply two costs of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment Is performed at a point during the construction process when the greatest access to all wood members Is available. Typically at the dried -In stage of constructlon when all structural wood and sheathing Is In piece yet prior to installation of insulation,• mechanical systems, • electrical ..wiring, -end plumbing. 4.3 protection from Water Since SORA-CARE Is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant point or stain. Interior surfaces exposed to repeated moisture contact, -such as shower stalls, bath houses, etc. -shall be protected by a water resistant point or stain. rhrr report it limltrd to the sperlfir proe.0 ane data and uu •rporrr rabrnlurd by the aappppHranr In ru ap lrcodon ►equetrtna this report. No independent to -six were perfpmwd by the National Evaluation Service, Inc. (NES). and NES sp!r�ically zes rani mate any warranty, efther upressed or Immpplied, as to any finding or other matter in this report or as to any prodrei covtred by this report. TV& ditelalmer inrlydes, bier fr not rlmlted to, o+erchantabllhy. This report is alto sm�jrct to the limitation Hired herein, , MAY-06-2004 11:03 FROM:NISUS CORPORATION 865+577+5825 TO:4072653751 P.003.003 5.0. IDENTIFICATION Each container of BORA-CARED Termiticide, insecticide and Fungicide covered by this report shell be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaiueuvil A 7 t�i f eld identification. e.0 EVIDENCE SUBMITTED 8.1 Manufacturer's descriptive literature, specifications, and Installation Instructions. e.2 Test report, leb'test of SORA-CARE treated wood snd untreated wood exposed -to subterranean. termites, Formosan -Subterranean Termite and Eastern Subterranean Termite, FL Lauderdale Research b Education Center, Unhrsrsity of Florida, Document No. IRGIWP/1504,. April 2, 1991. by Nan-Yeo and Rudolf 6chelfrohn. e,3 Test. report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. ' Lauderdale- Research A Education Center, IFAS, University of Florida, - May, 1993. Masahiko Tokoro and Nan-Yao Su. 7:1 This. Evaluation .Report and -the manufacturer r;,•,,r.l; published installation Instructions, w6n raquiQ 61M '! '' code official. shall be submitted at the time of permit • application. 7.2 • BORAZARE shall be-epplled by applicators trained by t7ti .,Jisus Corporation and shall be licensed petit control operators. 7.3 BORA-CARE shall be Installed In seeordence with the manufacturees published installation• Instructions- and this report 7.4 In areas where a soil treatmantlbarrler tarmiticide . .treatment Is required by the applicable code or local code official, -BORA-CARE Is applied only ea a. -supplemental pretreatment and Is not a replacement for required treatments or.berriers. T.5 • • BORA-CARE .wss evaluated only for resistance to subterranean termites. 7.91 BORA-CARE is water soluble and shall be protected as noted In Section 4.3 above. 7.7 SORA-CARE has not been evaluated ea a treatment for resistance to termites on LVL productsi. e.4 Teat report, January 1997 Progress Repoli, 57 months exposure, field evaluation of BORA-CARE treated wood 7.e Thls-report-is -subject .to re-examination on. a periodic the subterranean termite feeding and tubing near basis. •For.lnformallon on the current status of this Gulfport, Mississippi, comparison • of treated -and Evaluation Report, consult the NES Product Evaluation y untreated wood,floor joist, Mississippi State Unlvonity Usting or contact the NES. Forest Products Laborstory,. Taffy L Amburge_y. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-r� treated wood the subterranean termite feeding and tubing 'near - Gulfport, Mississippi, • comparison • of . treated . and untreated wood noor Joist, Mississippi State University Forest Products Laboratory, Terry L Amburgey. teal Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE'trested wood the subtermnoen termite feeding and tubing nPar Gulfport, Mississippi, - comparison of treated . and untreated wood floor joist; Mississippi State University Forest Products Laboratory, Terry L Amburgey. 5.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Ter1yL. Amburgeyand MS:S.V: Perlkh, 7.0 CONDITIONS OF USE The National Evaluation Service Committee rinds that the BORA- CAREO Termitldde, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Bulldr'ng Codem wrih 2001 Supplement, the 2000 lnfemetloner Residen(/el Codom w/th 2001 Supplement,, the BOCA Nallonal Bur7ding Code/1999.'the 1999 Stendartl Bw7ding. Code*, • the 1997 Uniform - Building Code^', . and _the .1998 Inrernationral One. andorwo- Family-Dwe/h'ng Code subject to the following conditions: