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Home My WebLink About305 Fairfield Dr 04-2789 SFRPERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407475=9112 -- CRC 058496 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION o7 PERMIT #G V " DATE 8-lb- PERMIT DESCRIPTION_ PERMIT VALUATION SQUARE FOOTAGE a tj d r� PI a •A M City of Sanford Certificate of Occupancy This is to certify that the building located at 305 Fairfield Dr for which permit number 04-2789 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 04/06/05 Engineering: D. Richards 03/15/05 Public Works: J. Crumpton 03/28/05 Utilities: R. Blake 03/30/05 Fire Department: Zoning: Maronda Homes Property Owner YV1 -PD ti - y 04/08/05 Building Official Date CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ®, ****New Single Family Residence**** C DATE: 03/23/05 10� "1 PERMIT #: 04-2789 / ADDRESS: 305 Fairfield Dr CONTRACTOR: PHONE #: Maronda Homes Joe 321-689-2223 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. ngineering OPublic Works OUtilities ❑ Fire ❑ Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) * a- " Q±g- CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ****New Single Family Residence**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 03/23/05 04-2789 305 Fairfield Dr Maronda Homes Joe 321-689-2223 CONKEYED. The building division has prepared a Certificate of occupancy for After your abovethe location and is requesting final inspection by your department. inspection, please sign off and date the C. O. or submit addenum if it attention will be s been denied or approved with conditions. Your prompt appreciated. n ❑Engineer ublic V) ❑Utilities o Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFICATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIM a I I 1 I I ****New Single Family Residence**** a J d I I I I I I I I 1 I •� Z I I I 1 I I 1 1 I 1 DATE: 03/23/05 v e� PERMIT #: 04-2789 ADDRESS: 305 Fairfield Dr �; o u y w CI in {y C., CONTRACTOR: Maronda Homes [: Lw a• >, C N PHONE #: Joe 321-689-2223 I L.&. �' U --;j o The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑Public Works ❑ Fire ❑Zoning tilities ❑ Licensing .3 3b o6' CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) N 1 I 1 I I I I I I LMBC1001 CITY OF SANFORD Address Misc. Information Inquiry 3/25/05 16:16:02 Location ID . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. S=View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 270685 305 FAIRFIELD DR Free -form information 3/4"RC METER SET FEE $190.00 PD 8-12-04 REC#7094 F2=Address F3=Exit F5=Special Notes F12=Cancel 3C1001 CITY OF SANFORD Address Misc. Information Inquiry 3/25/05 16:15:55 ocation ID . . . . . . . ,arcel Number . . . . . . alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5=View detail Opt Description 269505 32.19.31.516-0000-0030 305 FAIRFIELD DR _ PLANNING & ZONING COMMENT _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES _ CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE 2 *************** LOT 42 **************** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-2789 PD 8-12-04 SEE REC#7094 3/4"WA METER SET FEE $190.00 PD 8-12-04 REC#7094 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel SMITH DRAFTING & SUR VEYING, 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 3 ; Celery Lakes Phase 2; Plat Book 65, Pages 29 and 30; Public Records of Seminole County, Florida. aka: 305 ; 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 + c FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE nportant: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING STREET ADDRESS (Including Apt., Unit; Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. For Insurance CITY STATE ZIP CODE SAn/�o/�O 11�47/Z/104 3Z77, PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Le al Description, etc.) Z07 3 GEt�2Y 44KE.5 �NAs�E /'PZ,orBoiv.'r 65 's- 29 Awn 30 BUILDING USE (e.g., esidential, Non-residential, Addition; Accessory, etc. Use a Comments area, if necessary.) �'NG[.6 FAM/L y /ZES/�ENTiAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: L_I GPS (Type): ( ##° - ##' - ti#.t/#' or ##.#####) js NAD 1927 (J NAD 1983 LI USGS Quad Map $j Other REcoQo OzAT SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE C/TY of .S4it/ v /2029 S�i►�/.�oGE Covt/Ty �o�/Ofi B4. MAP AND PANEL B5. SUFFIX 86. FIRM INDEX B7. FIRM PANEL B8. FLOOD B9. BASE FLOOD ELEVATION(S) NUMBER , DATE 1 EFFECTIVE/REVISED DATE ZONES) ' !! (Zone AO, use depth of flooding) I 12117c 606.5 _9_ /955 APz4 /7 /9Y_5 !%IA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. 1_I FIS Profile 1_1 FIRM 1-1 Community Determined 1_1 Other (Describe): _ VIA B11. Indicate the elevation datum used for the BFE in 69: 10 NGVD 1929 1_1 NAVD 1988 1J Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area qr Otherwise Protected Area (OPA)? LI Yes AdNo Designation Date:/A SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: I -(Construction Drawings' 1JBuilding Under Construction' ®Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. 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.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items 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 N6t/O/929 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? 1_1 Yes No 0 a) Top of bottom floor (including basement or enclosure) ft.(m) o ❑ b) Top of next higher floor A114 _ ft.(m) ❑ c) Bottom of lowest horizontal structural member (V zones only) ��(�_ . _ ft.(m) 0 o IIId) Attached garage (top of slab) Z9 . /O ft.(m) E � �3 • e) Lowest elevation of machinery and/or equipment w �f servicing the building (Describe in a Comments area.)(WCGA1P) 29.3-fft.(m) m .B. Z00 * f) Lowest adjacent (finished) grade (LAG) 2 9. ft.(m) .9 5 • g) Highest adjacent (finished) grade (HAG) Z 9. O ft.(m) OrN �I ❑ 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 -- A 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. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER .S7�l.r/r�Y E ' /7/1 F�.a: R-5. vl, A4. 373,1-- TITLE COMPANY NAME fP.24,- TI•t _i; .265 06 7- 7/77/ .- Or .S'prWV.6YiX_ , . ADDRESS OO. X S/8 CITY 4 E2 /44 ✓O STATE � O.?/Di4 ZIP COD 3 Z �Z� SIGNATURE DATE TELEPHONE q eev // Zoos .356 - 3 - O FEMA Form 81-31, anua 3 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, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy'Number CITY STATE ZIP COD Company NAIC Number ��q�✓.�O/IO .�Go.2/O� 3Z 7% SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT 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 SECTION 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 L_I-I h• (m) I-1-1 In. (cm) 1_1 above or I. I 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_I-1 ft. (m) 1—I_1in. (cm) above the highest adjacent grade. Complete Items C3.h and C3J on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is I-1-I ft. (m)1-1_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 1_1 Unknown. The local official must certify this Information In Section G SECTION F.- PROPERTY OWNER (OR,OWNER'S R913AESENTATIVE) 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, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME f, ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS I I Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Thy local official who is authorized by law or ordinance to administer the oommtinity'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. G1. I -I 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 elevating 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) off` Zone AO. G3. I_1 The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: 1_1 New Construction I_I 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 COMMUNITY NAME TITLE TELEPHONE SIGNATURE DATE COMMENTS here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions aronda S stems] MARONDA SMENS 1006 Naranda Woy Sanford, FL 32771 DAM- February 3rd 200s TO: Building Department PROM: Maranda Systems Elmer W. Wrgmen Praftwonal Fnpineer State of Worlds 060168 Subject_ Tnvaa RepairIAO �,�� Lao 3.2 t306 FAIRFIELD �ORO - CIEL DR RIGHT issue: Truss 'I " broken D.C. 13.12 ( 32990) appra.Y. 1 R from gengnali 012. Repair: Follow Ntstructlores of repeir sketch for truss 1 dated 2 - 3 - 05 supedroposad on snglnser)ng truss ID : l dated 1 . 11 -06. 10 . t vl�.066� * No. 50158 .o STATE OF Sincerely, 114'I'ElsI0IVAL ��\♦�; +flll2! E!i ;411.1 Elmer W. ll ergman^ff. Date: 62MY05 F.W.B. / A.N. Attachment (407) MZ-OU64 far (407) U1.3911 3" Ac wo: ttc WE Tr l at�� x paw. AXE. CS! 7w cmam: 20 .:P 42 loodtod per JbtB 7-99,, fxC, R 175�b. --_...�v�Ja47i2 LOmtime�.�•••• 1- 2 -3946 0.15 0.75 0.88 2a4 SP 82 D 1.3 6 15.0•Ct, 2- 3 -3661 D.28 G.54 0.82 fI01 Od716� zri SP did type- foC1,1r 58.0 4i t+ 40:0 ft Tr- 2) 5- 9-11 7) 34- 2= 5 1:) 17-19- 0 3- a -3819 0.29 0.54 0-8 zr42X4 Sp it D 1.5 Sa Bi0) imi: LtMr_ 4-2 psf.. -eir- 6.0rif 3) 'n- 7- 5 8i 40- 0- 0 13) i-u- 0 4- 5 -"Z9 0.34 0.17 0.51 WUS: 2mi aY !3 Imp-t mwietatt Oo..... l asp . i �9 a) 17- S- 0 91 21- 0- 0 la) 0• 0- 0 5- 6 -3= 0.37 0.33 0.69 Zri ap 92 3.5.7 5) 22- 7- 0 lm PER1- 3- 6 6- 7 -3660 0.23 0.54 0.82. Sr.1>=Ss 53' 02 lJn17mE QPt.>�'! C104 lrOY rre gt>�70L8*---aA1[_ i0sAX - riz 1011)tr]G UOa17tizR--- - 7- H -3R46 0.13 O.75 0:88' 101 LIB IMD WFUEnON9 SqW=t-rfm 2 778r i0- 4 aa59 B. 44 Jj&A i-Loc ni �" 0- 4- 0 1t59 as 9S4 � PDi 1c FaRm AM MO CSI L--0.46. 06-0.4E` 5►-0.93" 39- i- 0 1755 O -97R HOT B-A►IrL 14- 0 2060 0.20 4):2% 0_S1 MR H1:►iaalmL TML .;MD UgLwrumt 0-23 3445 e.0 0.48 0.K T. 0.6ii �j 32l5� D:too 60 0.35 6•�6 l eota.D�L LM r.DaD �fs�: ELMER BERGMAN, P_E. 31- -'PJ2� 0.S6 0.33 0.64 h 0.330 f • �j(� e�//yfl 11.30 3m, 0.66 0.35 (!.95 Il 3 K B a ., o_ .t P.F- LICENSE NO. 50158 0 31" 0.47 0." 0.95 �/u� C Ko. / j/f G OX 0. 9 2060 C.26 0.23 0.51 I «� STATE OF FLORIDA atm faf� > Gtw►te�-aol ¢-,r �,: t� /o r_ �Itl 3, t!'°d' 2:13 ->u s: 11 ]A!a / 2 - �t K� '�ji' :• :. /'� 3-n _54 C-AG 1-23 6 �• i[ IFY�� 4 32 Lm L--". Q'll-v I 6 7 �1 �- 6As 0177►6P. N12LlYf IIR17rB••aX \\j\l0••4X0 �I. 14 P, Ae.4 acl � -'- 04r.4 -f 3 *ram ��; K[LO 3Z4 3.6D , e. Fi 17-2 13 u 9 LIp/ B:Os' . 136N i.w a1N a1 0 -- -- - -- to 0 ' KX4:* AS SOWN pL&7 S AR8 TUW GA- 499= RM AI1bi/1'!4' 13l95 9raic = t.36�d 11 fil i£S Q1!I 11115 Job-Thur- :FF=':!D:1-�E.- �t •I.?� 7AN1Y . _ -.. -.�.. �■ds ,:eo,o y,e.,y.c,i..-� :. 1C Dsl/ 7.0 id Esc - PHI 1 155 -y�i�1 2ri1 Prt a:cu id .+�o.dsa.�.• ..:�.a BC U.e e� P.5f Ciii ?�I: ilex. s (a YLaM 'r 4v....+e. -y r. ndee l.f.�. nioOw r �• .(407) 321�6� rw (4n 321-39131*�''!f;'�••.es.�w.+b+tii�rar!vQ Be Dead 19.0 go � 1 Q�9fid � rlr:ar>t. •6 d. P1�N[:f P.E..+srrema�,r:.o..tr..r.-i0bWWs.d•ea.i .�?w TOM" ii+:. >afr a.a+(FSr� • r aw a sa 0fa�r osc!!•ati•►!+ * sa» -- - - CITY OF SANFORD PERMIT APPLICATION Q Permit # : 0 L4— a- 7 8t 9 Date: 3 ' 7 - 0 7 Job Address: _ 30 S FA; yr-e d Description of Work: .SGLa i,.4 U^ Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler n '_ Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures _ Plumbing/New Residential: # of Water Closets. _ Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Plumbing Repair — Residential or Commercial Total Square Footage: Flood Zone: (FEMA form required for other than X) Parcel #: /tom / I, (Attach Proof of Ownership & Legal Description) Owners //Name & Address: I-4SXi0^ d,- f7 o,—e-S %5 5 /<GIle, 9-,-/ -S'� / S00 l Y'a,--en-ze G 1-1 -70 4/ Phone: Contractor Name& Address.13 leS Ne ,r- =5c -11Yd C - - iYti ^ 8 !✓ J G 4 KAF L 3 2— 7 0-3 State License Number: P F0000 9} I Phone & i'(o Contact Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: 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. 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. 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 di cts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida LA , FS 713. Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or Produced lD APPLICATION APPROVED BY: Bldg: Special Conditions: Date Date Si Zoning: 3- q•o- Date or/Agent's Name Contractor/Agent is Personally Known to a or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) (#Bonded-- Ctx M11I0002950M I:x*ns 31t7=8 ssnthru (800)432.4254 -__Florlde Notary A.. Inc 1 CITY OF SANFORD REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: 04-2789 ADDRESS: 305' fAIKfIEI,D PPQVE I or 3 GELEKY I-AM5 PIT 2 CONTRACTOR: Maronda Ptomes InC,., of Florida CONTRACTOR FAX: #07-6 67-085 5 DATE SUBMITTED: Mondal, febrvarj 07, 2005' INFORMATION SUBMITTED (SHORT DESCRIPTION) PLEASE 5EE ATF"AC-P E fOfZ REVIEW AND APPRDVAL. J. TUCKEK CITY OF f SAIN,. , v FEB 0 7 2005 RECEIVED - MARONDA SYSTEMS INC., OF FLORIDA 02/01/2005 16:36:31 ORDER TAKEN BY: TERRY TYPE OF ORDER: TRUSS REPAIR PERSON ORDERING:JOE P O #: PAGE 1 PLAN JOB # LOT ADDRESS DIV/SUB I MODEL 31 FAIRFIELD ORO-CEL ARLK3 RIGHT 6CL00302 3-2 IDR CITY SHIPPED CITY ORDERED INV. ITEM DESCRIPTION (2) COPIES OF RAISED SEALS DELIVERY NOTES: REASON: 1V�aronda Systems MARONDA SYSTEMS 4005 Maronda Way DATE, February3rd 2005 TO: Building Department FROM: Maronda Systems Elmer W. Bergman Professional Engineer State of Florida #50158 Subject. Truss Repair Sanford FL 32771 Lot# 3-2 05 FAIRFIELD ORO - CEL RLK3 DR RIGHT Issue : Truss " I " broken B.C. 13 - 12 ( 3295#) approx. 1 ft from gangnail # 12. Repair: Follow instructions of repair sketch for truss I dated 2 - 3 - 05 superimposed on engineering truss ID : I dated 1 - 11 - 05. B No.50158 STATE OF �O;Vb OR Sincerely, i��, E`s •'•••.....•••• GHQ Elmer W. Rergmzin;P:E. Date: 0210 05 E.W.B. / A.N. - Attachment (407) 321.0064 Fax (407) 321.3913 !IAAIS 1?, lTr �� SA • r�/� � NF0�.0 TC FORCE. AXL MID CSI 1- 2 -3846 0.33 0.75 0.68 2- 3 -3661' 0.28 0.54 0.82 .3- 4 -3019 0.35 0.32 0.67 '4- 5 -2729 0.34 0.17 0.51 5- 6 -3021 0.37 0.32 0.69 6- 7 -3660 0.28 0.54 0.82. 7- 8 -3846 0.13 0.75 0.88 BC FORCE AEL BND CSI 14-'0 2060 0.28 0.'23 0.51 '0-33 3445 0.47 0.48 0.95 13-12 32951 0.60 0.35 0.96 -3 2 0.50 0.3.3 0.64 11-10 3296 .0.60 0.35 0.95. 10- 0 3445 0.47 0.48 0.95 '0- 9 2060. 0.28 0.23 0.51 I'® FORCE WEB FORCE 2-3.3 -318. 5-11 1086 -3-13 124 6-n -545 . 3-12 -548 6-10 123 -A--12 .1086 - . 7r10- -119 .4-11 '2 ' . RMB - 1.15 yXq,e6 r� JB: ARLINGTON K 3&4 AC: ' TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1,5 BOT CHORDS: 2x4 -SP #2 2x4 SP #1 D 1,5 WEBS: 2x4. SP #3 2x4 SP #2 3,5,7 SLIDERS: 2x4 SP #2 NM LIVE LOAD DEFLECTION: L/999 L=-0.46• D--0.480 T--0.930 MAX HORIZONERC TOTAL LOAD DEFLECTION: T- 0.68• MAX HORIZONTAL LIVE LOAD DEFLECTION[ T- 0.33" W.O: ARLK WE: Wn&,cd per MCE 7-98, -- I C&C, V. 125mPh, H. 35.0 ft, I- 1.00,'Exp.Cat- B, Kzt. 1.0 Bld Type. Encl-L=,58.0 ft.W= 40.0 ft Truss in END zone, TCDL=•4.1 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER -SCHEDMEs Support' 1- 954# Support' 2 978# /I 3 IK o'.e ea:elr .S'erlt. o��I'vlr ?/f. GOX CLsrfGY o✓w �ie.. �� n/rti eU-� /0 %Ninel3- TI:I ATY:1 _ -==.=.........Joint Locatipnsvv=v==-...vvv- 1) 0- 0- 0 6) 28- 4-2.1- 31) 22- 2- 0 2) 5- 9-11 7) 34-'2- 5 12) 17-10- 0 3) 7- 5 8) 40-. 0- 0 13) '8-11- 0 .3.1- 4) 17- 5- 0 9) 40- 0- 0 14) 0-.0- 0 5) 22- 7- 0 10) 31- 17_0 ---MM. REACTIONS PER BEARING LOCATION----- a-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1359 44 =954 BOT PIN 39- 8- 0 1359 0 -978 BOT H-ROLL ELMER B.ERGMAN, P.E. P.E. LICENSE NO. 50158. STATE OF FLORIDA .17-5-0 5-2-0 17-5-0 1 2 3 6 7. 8 �0 _ O MT2a5X8. MT20-4X6 M120-4X6 NMO.4X6 9-5-11 %8 - - MT70-M 9-2-14 - - M120-6R12 0-6-6 0--6 NMO-M t ¢' MTza3X4 (MTl0-6X820-3X4 a:!« [M1�O�L8) MT2a3X4 NMO-3X4 3.00 3.00 17.2-0 4-4-0 17-2-0 �113- 1 10 . 1360# 8.00" 1360®18.00" 0-1 -1 (RO-1111)) •� 40-0-0 J �al�o-,8, EXCEPT AS SHOWN PLATES ARE T1.20 GA. TESTED PER ANSIMI.1-1995 scale 0.1605 WARNING:. READ_ALL'NOTES ON THIS SHEET. Eng. Job: ' Systemsf A COPY OF THIS DRAWING TO'BE GIVEN TO ERECTING D"g: Mar nda CONTRACTOR: ' ' Dsgnr: TLY Chk: BRACING WARNING: :=' TC•,Uve 16.0. psf 4005MARONDAWAY . - t.wdVia.P"rWbr.ebV"r.ttindnrbrrulnj TG•.Dead 7.0 psf ^ --' - SANFORD, FL d2771 �Bnebgshovn:n:hrarivtrrap.n"terrn:m, whichb.pnitad brigae� vrd which muri be eaneldced by the bu�dhg dm4per. Bmc g . BC live 0.0 psf (407) 321-0064 Fax (407) 321-3913 •�'°"" a ror °� •"pp"rt d:,.ra m®bas only r"*a"¢ bueklbrt i?rOn Prove rro moat be made to "nch"r r:nd br'mg .tends rind ?PedBed kxxU " de:eemh d by the buadng d=W=. BC Dead 10.0 Psr TOMAS PONCE P:E. nadm l brui g of the oemn sbud re =y be requbed.:lsee "®-s' ofTK- UCENSE MOW M= Ptdc L3 : TPI, a Wcated at 583 D•omrro Drhr- wdhm,6 Wbemsm 557IM. TOTAL 33:0 -psf. 1005 VAMILS5A DX0VU •O r 7Y,80 rk-dw Mririr AAdair - 'JOB PATH: C-ULE4.0KIHOMEDD? - .. .. . . Truss ID'- Date: 1=11-05 ' DutFac - Lbr ' 1.25 DurFac - Pit: 1•.25 O.C:`Spacing: - 24.0" Design Criteria: TPI Code:DesC: FLA HCS OM02 4. EVANS GEOTECHNICAL SERVICES, INC. CLIENT: MARONDA HONES, INC. 1101 N. KELLER ROAD ORLANDO, FL GEOTECHNICAL & CONSTRUCTION MATERIALS TESTING REPORT ON IN -PLACE DENSITY TESTS AREA TESTED: EXTERIOR FOOTING & SLAB FILL TYPE OF TEST -FIELD: ASTM D-2937 DRIVE CYLINDER METHOD LABORATORY: ASTM D-1557 MODIFIED PROCTOR PROJECT: LOT-3 CELE Y (E iASE 2 3 AIRFIELD DRIVE SWORD. FL. DATE TESTED: 10/02/04 TECHNICIAN: AWE SOIL COMPACTION REQUIREMENT: 95% TEST LOCATION LAB PROCTOR PERCENT COMPACTION DRY DENSITY FIELD MOISTURE BASE THICI( ESS TEST DEPTH' NW FOOTING CORNER 104.7 97.2 101.8 12.6 16' -16' SW FOOTING CORNER 97.1 101.7 13.0 12' -16' SE SLAB CORNER 98.5 103.1 11.7 16' SURFACE NE SLAB CORNER 99.2 103.9 12.3 16' SURFACE LABORATORY I LABORATORY OPTIMUM TEST DEPTH REFERENCED FROM TOP OF FILL PROCTOR MOISTURE 104.7 13.5 501L ObblUMPIIUN: UKATl1n-DKVwN 1 V DKVwn OLwm L. i QIL. I I I v IJIU I . r..- v... REMARKS: MEETS REQUIRED MINIMUM 95% OF THE MAXIMUM MODIFIED PROCTOR DENSITY. TESTING COMPLETE. BRYAN A. MOL•YET P.E. FLORIDA REG #041509 1060 E. INDUSTRIAL DRIVE ORANGE CITY, FL 32763 . PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 • PHONE (386) 804-6958 • FAX (366) 774-2182 • . * � cn|wTY OF sFmTwmF 4116, .12 _ rmp^rr ccc �ror�m�uT `co//cn ov r`ry �r�r�m�ur �o`moco 4 f%n "^,,,' n/m nrun nFnmTr u//mn ��7-�/ /rrrvN rm/ury u��mn�n //u`r �� ^ ~-^�� v��x�^ Y[n�i^ o� c./onn,,o,n" mAr nnf*lx^+ r7nnv ^nnn1_ Q o'� 41��pu P- R Y, Oo1 - 5:111.)nlva 1::'"mi Iv np+�r�pn *m/�p TYPE USE: Res:i .dpntial WORK DES[RTPTTON: Sinnle Familv Hn//�p, Dpt;.irhpd - [nnstr//r+inn FEE TYPE BENEFIT DIST RATF SCHEDULE FFF //NTT R A T F* PFR # /� TYpF TnTA| D|!F DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 7O5 OO ROADS ^ -COLLECTORS NORTH O dwl unit $142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54'00 SCHOOLS CO -WIDE O dwl unit $1.384.00 1 $ 1.384.00 AMOUNT DUE $ 2,285.00 ` STATEMENT RECEIVED BY: SIGNATURE: _ nATF�� : - ? NOTF Tn nFrF7V7wn �7nwuTnnv/m,m rruuT, Fu7//|mP" Tn unrr/::*v ANY) ENSURE TIMELY PAYMENT MAY RESULT TN YO||R | TABT|TTY FDR 1)ISTnTT'i\|T7Ow, 1-rn||wTY 3-rrry 2-APPLICANT 4-('%O1/NTY **wnTF** PERSONR� ARF ADoTSFn THAT T*TS TR "4 STATFMFwT OF FFF5:-. NHT/'H ARF D||F AwD pAYAn|F PR7no rn r�C' I I ^urr nF ^ n11 T I nrun nrnm�T PERSONS ARE ALnO AnVTSFD THAT ANY RTnHTs nF T*F APP| TcANT' OR OuNFR' TD AppFm f*F cmc|ouTTnF11 (11 n1:7 ru1:7 nnun' | 7nn�nv Fm �un/np EDUCATIONAL (�[HOO| ) TMP�[T FFF� M||ST �F FXFe[TSFD BY FT| 7Nn A WRrTTFw eFm�F�T u7T�7w 4s c�/rwn�n n�Y� nF rur 1:;,1r1",n/,un SIGNAT||RF DATF wnnoF' n||T NnT |ATFn THww [FnTTFT(" ATF nF O[C||pAwry UR OCOIpAN[Y' T*F eFo||FST FOR RFor�� m//Cr mPrT ruF nro/nnr�*�ur� n� r/�r COUNTY LAND DFVFinpMFNT [ODF' [OP7F� nF T*F mxF9 s MAY nF p7cxFn HP, ^u rmmrmrur�rrnw nrrrrj::., 11O1 EAST 1:7TR9T �TnFFT' S�wFnRn' F|neTnA. (407) �/,5-7474' PAYmFwT �umxn nF m^nIL- rn, cTrY nr c%uurnnn n|mnTwn nFpwnTmFwT �oo unnru nAnx AvI::'w/|p p�Ymrur �umxn n� nv nn mnury nnn�� oMn cumxn scccscIf 1::' THF ST�TFmFuT w//mnrn 6wn c'rTY mmnrwn PPnm7T TuF Tnp |FFT CIF' Tu1::' unr�rr TQ, Vu/ 7n nw/v 'rw cnw�//wcT�nw m7Tu cF DF O*** ^ o{} ', ' ' Permit # : 01A - 0 Job Address: Description of Work: S Historic District: CITY OF SANFORD PERNI IT APPLICATION nY 1_ Date: A CELERY LAKES A.V. A1/144nl)h Zoning: Value of Work: Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: d48 Construction Type: VI # of Stories: __L # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) .v Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes. Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs FL 32714 Phone: 407-475-9112 Contractor Name & Address:_ Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Bonding 1 Address: Mortgage Lender: Address: L 004 Architect/Engineer: Tomas Ponce : _ - - Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 3-7,771 Fax: _(407) 321-3913 Application is hereby made to obtain a pennit to dtiihe wor 1-iim. of a permit and that all work will be performed to meet standa La secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, iicajedI certify that rio work or installation has commenced prior to the issuance g�jlafi`g construction in.this jurisdiction. I understand that a separate permit must be 'URNA(`ES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing infonnation 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 pen -nit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 1<� 1 U004 SignatC.flAgent Date Russell Keith Summers Print Owner/Agent's Name N t - 2004 Signatu of C ctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name �"AAI"UU + 4-2004 JUN 14 2004 Signature of Notary-StatdU Florida Date Signature of Notary -Slat of Florida Date LAURIE P •E1.lEGRINO��•� 9 Corm+f 0002328M EVm 7/1V2007 ® Batdrad tttru (8W)C2-4254S 0wne?PAg-Is Wr Is — Fkim •�•••�i�ry ... ...... ......L •.Pe.rsonall.��y Known to Me or _ Produced ID LAURIE PELLEGRINO �,� Cortrrtf OD02328W Er�uM 7HBR007 6atdrrd tttru (Bpt)}{32J254. a u , NCtarY onInc Contracbr{h�ent�•••4tr�•• netmlFytC�tvamfo Me or Produced ID APPLICATION APPROVED BY: Bldk- Zoning: Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date: U Job Address i Y VP LOT l") 11 l7( 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 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 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 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407-475-9112 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. 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. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signatu a of O r/Agent Date Russell Keith Summers Print Owner/Agent's Name &A , A , zz� 4-4 1 & "-) '� 11+18+ Signature of Notary -State lorida Date r �jRIE PELLEG1ilN0 iqp%mrl' 0A 232? Er�eM 7M6R00i' e Banded ttttu OWYg2A2bt Floridallonry As?,n,;;::�.i Owner/AgtTItir-X�_ personally Known to Me or Produced ID 5la1A ignat oCractor/Agent Date ANIEL G. PUGLISI Print Contractor/Agent's Name Signature of Notary -State o orida Date �•••»••»LAURIE �P�ELLEGRINO�� Coma 000232W4 � $ � Lwas 7/16=0 2 ® SonOtiO mm (OW)432-4254: aa. Fronde Notary Assn., Me 5....• . �.•.••• .••..•..•..............i Conttactor/Agetit rs _?X_ Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg. . i1-3a `/ Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) CITY OF SANFORD PERMIT APPLICA Permit # Job Address: Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (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: GARY CARMACK 4005 MARONDA WAY SANFORD. FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda 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. 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 inforrnaion 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 Bach as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of e i mentsof Florida Lien Law, FS 713. 6 6111M Signature o Owner ent Date Signor re of Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name 6) ajl 5101_qo� Signature of Notary -State o orida JDate Signature of Notary -State of rida Date � {J►URIE P LLEGRIN� � !""'"T"A' URIE �PELLEGRINO «�«..i d ECM 1/ttin067dwb E*m 711&2W? gON (00pA32.42541B&Klgd tru (600�1254:: aa� Ina C FkxWa rYAaa^..tnc ............. ��'�.�'�..u.ut ............................................ �wner/Agent is _X_ Personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: DEZZLe P Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITV OF SANFORD PERMIT APPLICATION Permit III: 1 Date: t� d%l 1 U T Job Address FQirhe1d0FJW LOT 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 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 955 Keller Rd Ste 1500 Altamonte Springs, FL 32714 Phone: 407-475-9112 Contractor Name & Address: WILLIAM T SELF 4005 MARONDA WAY SANFORD FL 32771 State License Number: CFC057039 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I cenify 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of;Own�/Agent Date Russell Keith Summers Print Owner/Agent's Name A JAW -) 0 * �" kk"5('UN Signature of Notary -State ofworida Date I..............a...........•........... u LAURIE PELLEGRINO Cann/ OD0232M • •" Fmrtts mtlaw t '�.r® (londad 4ru (000)4X1-425/? aims, FlonQrl Notary Assn.. Inc i 0w�H8F/7l�LAt'i5""X""p�PsE'd31fy"fCnown to Me or Produced ID S Snature of Contractor/ ant Date WILLIAM T. SELF Print Contractor/Agent's Name ,5/a1-/0V Signature of Notary -State of FI r}'Ha Date r.•................. ...........RINO .......9 LAURIE PELLEG . C xp 000232804 E,m,n. �n11i2oo� q scrKw utru (800)+t32�254: `ern;?a'119 t-'lorlae Notary! san.. Inc Cahyrg:'itir'7g: is _R�_�Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg:: Zoning: Utilities: FD: (Initial & Date) (initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Laronda Homes AN EASILY OBSERVABLE BETTER VALIIEl 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-911 S 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 3, 305 FAIRFIELD DRIVE at CELERY LAKES PHASE 2. 17< RUSSELL KEITM-S MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 6TH day of JULY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. Q&AIAA IAU �10-F A t............................................ LAURIE PELLEGR z NOTARY PUBLIC i ��.,,, cor m#OD0232MA VMS 71182007 �® 3' Bonderl thru (8W)432-425 : L 4andP+� Fbrfos Notary sn•. ;nc,t f................. ..... I- -................ ,., ..-I MARYANNE NORSE, CLERK OF CIRCUIT COURT SEMINOLE COMITY BK 05375 PG 0199 CLERK"S # 2004106968 RECORDED W1/0812M 0115305. PM RECORDING FEES 10.00 RECORDED BY L McKinley NOTICE E OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 3 305 FAIRFIELD DRIVE: Subdivision: CELERY LAKES PHASE 2 a General Description of Improvement Construct a Single Family Residence c OWNER INFORMATION oIn N Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 U. T4 en 0 � Interest in Property (Fee Simple, Partnership, etc.) Owner o (A 0 NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) Z W 0 Z = eg cc W CONTRACTOR Maronda Homes 955 Keller Road Suite 1500 Altamonte Springs, FL 32714 i p -j Z - - p Y a (Name and address) ' URT*1E0 COPY a L g f a% Q SURETY (Bonding Company) RYA)VP[E MOIL OF Cl Urlk COLO gMj Name and Address N/A OOU IJ a v Amount of Bond v LENDER 1 � 0 8 20 4 Name and address Bank of America. NA, 750 S. Orlando Ave.. #102, Winter Park, FL 32 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1" St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement or to receive a copy of Lienors Notice as (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSS LL EIT SUM RS Maronda H , Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 6TH day of JULY, 2004. �A , �� 1�� ............s .............................INO Notary Public p' LAURIE FE1 LE p�232sa E* *y 7N � -4254 =� Ba+dd MM (BOON 1 �® FWM1da No�ary?�n.. Inc .i f... .................... CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 3 Subdivision: CELERY LAKES PH 2 Property Address: 30S FAIRFIELD DRIVE FK 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 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. ❑x h. Square footage table showing footages: Garages/Carports 377 S.F. Porch(s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. ❑x 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. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Tuesday, July 06, 2004 SIGNATURE: (By Owrae r Authorized Agent) Legend of Symbols and Abbreviations• Boundary Line Big. :Bearing Centertme Cal Calculated Right-of-way Line C B. Concrete Block Overhead Utility Line Ch Chord _ _ _ _ _ _ _ : Easement Line Conic. Concrete p Central Angle Const. Construction ARC Arc length r•!s Concrete Stab Blk. Block flee. Elevation Boundary -Survey: v '►fir i • . ,QE.aov:.Sflcv/.Pv.✓lyipitiny ,�D�� Field Feld Measured P.0 P.: Permanent Control Point P.T. Point of Tangency Fnd. Found P.I. Point of Intersection R : Radius Gov't.: Government P.L.S.: Professional Land Surveyor R.I. S Registered Land Surveyor L.B. Licensed Business P O B.: Point of Beginning FI Right-ol-way O.R. Official Records P O.0 : Point of Commencement Sec. Section PrI Pavement P.R C.: Point of Reverse Curve S/T Septic Tank P C. Point of Curve P,R M • •Permanent Reference Monument T B M Temporary Bench Mark P.C.C.: Point of Compound Curve P.S I. Point of Street Intersection W/ With 9 I W' \Y � � � /" ' Via'. S'>• ? ' /, i%'ATOOS ' � '� t' ¢tee ",04S -Zf,90 • fir,2Sr. �'V C,q� L3 �iEcneic �N •n H a 5 8 86a a d. 5N � T i a. E �+ c 0 �Z �s4 yt Sr m 5c: cm � eh Ly J 9 U is / 8 ce- @ g .� ryM Q vrv.,.ivGE E.vsE�/ENT is •3,0� �� Aso T�Yi'.v> P r. .w.�;ys G Q,P/!ice=�vr•l3FE�• , - �G'^c-'P W• In9 • � t ti Sal, I q tiE9 l I1^ \e •• C 30,�:9 Rio r /�c�GcCO -•� C.Y iPWi �FiEto) �I'1 v 0 Qv� w/ R6,tov �✓� =/ v 299¢ �ogcS oPT 94 P -0Q�� OR N 5. S' 1)e0,005E D - fIRL iNo roa 'K (3 9 R ) LaNG. RAIlo W/•- Fooi6R, ° 30 t r A 2., •w ANS REVIEWED 00 •,� "23 w E� .r-,.� E OF SANFORD Fe�n•e-E LoT 3,• G'E[E.ey LAiC�ES �y.75E Z �9 Svl3o�visio�✓ .%c'oeo/,✓G To /YiA� I.✓ ,o� r Qook 6.5 , �i4G ES 29 /%,c/o 30; �vB�ic .PEC'ORO s of c,SE/fiJ�it/ocE' L'ouvey, Fco.P/o,9. I CERTIFIED TO: P5 SMITH DRAFTING & SURVEYING, INC. 414-B. N. SPRING GARDEN AVE. DELAND. FL 32720 DELTONA, FL (386)734.7047 (386)789.2855 DRAWN BY: QE Floa/EQS REVISIONS' CREW CHIEF: Grwi.✓iEe SCALE: DATE: C;5.1/E /!o, 2o, WO# 41-7-365-0 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 moats the minimum technical standards sot forth by the Florida Board of Profess onal Land Surveyors in Chapter 61G17.6. Florida Administrative Code, pursuertt'ta Section 472 027. Florida Statutes ? ay dE'Smith egistered Land Surveyor Cunificale Numbef 3736 NOT VALID UNI.,E:SS SEAL IS EMBOSSED Note: No instrumentg of record refl•?G:ing easements.limitalions, owner- ships, reservations, resinctioAcand/or right-ol-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: ARLK32B 3CL02 Builder: MARONDA HOMES ADDRESS: 305 FAIRFIELD DRIVE Permitting Office: CITY, STATE: SANFORD, FL Permit Number: OWNER: MARONDA HOMES Jurisdiction Number: CLIMATE ZONE: CENTRAL 1. New construction or existing New 2. Single family or multi -family Single testily _ 3. Number of units, if multi -family 1 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1875 W 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 196.0 ft' 0.0 fP _ b. Default tint 0.0 fP 0.0 fe c. I abeled U or SHGC 0.0 fe 0.0 ft' 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ b. N/A _ c. N/A 9. Wall types _ a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft' _ c. N/A _ d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 2085.0 W _ b. N/A _ c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Gatage Sup. R=6.0, 150.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat ptunp) 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: 23829 PASS Total base points: 26178 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. ft PREPARED BY: DATE: 1111 - I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. • OWNER/AGENT: DATE: JUL - 6 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: 40.5 kBtu/hr _ SEER:12.00 _ Cap: 40.5 kBtu/ttr _ HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.93 BUILDING OFFICIA0 DATE: ,-.-r.. 8,IJ REVIEWED PT, _ / EnergyGauge® (Version: FLRCPB v3.30) 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 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 7736.6 Summer As -Built Points: 38901.9 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) 38901.9 1.000 (1.087 x 1.150 x 0.95) 0.284 0.950 12471.5 35736.6 0.4266 15245.2 38901.9 1.00 1.188 0.284 0.950 12471.5 EnergyGaugell DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 2344.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPESArea X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -525.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8683.8 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) 8683.8 1.000 (1.078 x 1.160 x 0.95) 0.416 0.950 4079.0 5165.4 0.6274 3240.7 1 8683.8 1.00 1.188 0.416 0.950 4079.0 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeORaRES'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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15245 3241 7692 26178 1 12472 4079 7278 23829 PASS �yp4 THE sr,�T�O� � a ODW�B��c EnergyGaugeTm DCA Forth 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB Q.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 area .5 cfm/sq.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 dm from conditioned space, tested. Mufti -story Houses 606.1.ABC.1.2.5 I 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 oallons 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. Duds in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 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 600A-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.0 The higher the score, the more efficient the home. ELECTRIC.... I. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of traits, if multi -family I _ SEER: 12.00 _ 4. Number of Bedrooms 3 _ b. N/A _ 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 1875 fe c. N/A _ 7. Glass area & type Single Pane Double Pane a. Clear - single pane 196.0 W 0.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fP 0.0 W _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. 'rint/other SHGC - single pane 0.0 fe 0.0 fe _ HSPF: 8.20 _ d. 'rint/other SHGC - double pane b. N/A _ 8. Floor types a. SlatrOn-Grude Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. N/A _ c. N/A 14. Hot water systems 9. wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ft- _ EF: 0.93 b. Frame, Steel, Adjacent R-11.0, 196.0 ft' _ b. N/A c. N/A d. N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 f? _ 15. HVAC credits PT, _ b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A 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) ��4-tHE S:rA iu this home before final inspection. Otherwise, a new EPL Display Card will be completed o �. _ � based on utstallctl Code mph it fea _ Builder Signature: Date: JUL 6 2004 a Address of New Home: City/FL Zip: r�e0D Wr, v *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 EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at tvww.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. EnergyGauge.® (Version: FLRCPB v3.30) Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL00302 3-2 FAIRFIELD DR ORO-CEL ARLK3 RIGHT ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawi Rev' ed Truss ID Run Date Drawin Revi ed No. of Eng. Dwgs: 51 Layout 10-29-03 P 10-27-03 V Roof Loads - VT 4-11-01 P1 10-27-03 1 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 Q 10-27-03 A 10-27-03 R 10-27-03 B 10-27-03 R1 10,� K03 C 10-27-03 S1 10-27-03 Total 33.0 psf C1 10-27-03 U 11-5-03 D 10-27-03 V 10-28-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D1 10-27-03 VT30 11-5-03 E 10-27-03 V1-40 11-5-03 El 10-27-03 VT41 11-5-03 F 10-27-03 VT42 11-5-03 F 1 10-27-03 V1-43 11-5-03 G 10-27-03 VT50A 11-5-03 G 1 10-27-03 VT51 A 11-5-03 H 10-27-03 VT52A 11-5-03 I 10-27-03 VT53A 11-5-03 J 10-27-03 W 10-27-03 • K 10-27-03 X 10-27-03 L 10-27-03 X1 Y 10-27-03 10-27-03 L1 10-,�9 03 L2 10-27-03 Z 10-0-03 M 10-27-03 _ Z1 10-27-03 N 10-27-03 N 1 10-27-03 O 10-27-03 01 10-27-03 INV # DESC QNTY DATE: J U N 0 4 2004 02 10-27-03 18331 THD26 2 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 PLANS REVIEWED CITY OF SANFORD i 40-0 '�'• , N NI } x XI x x x xI x x x XI, x xi X XII - - NI Q�/•, _ _ — I r ;w I ! I ' I I V, I U u oi' Ii l IU ' 11,3 3-0 ` \ JUS26 A 3ERS II I 1 i/ \, A - 3 PLY` B -- - O NI CI ,D 1 \ `\ VOLUME CEILING / Q VOLUME CEILING E / 12 I I 1 IF 12 6 1 1 IH T� I ,ODD SPACE � i '. ODD SPACE , d ' H ODD SPACE- - - - I I ODD SPACE N 1 IG1 I 12 % Iyr50A 4 / •. VT 1A i _PLANT SHELF - - - T EllI 12 _ I =cn a D11 I % JT52A THD26 HANGER ` / THD26.2 HANGER LI C1 - 2PLY T VT53A 1�1'� 021 5 ( w a PLANT SHELF 102' I j i � J /• J 19-0 � I I i — I i KFODD SPACE I I o 5 J 11' CEILING ( 2 I ODD SPACE 01 ' ! iM P J-1PLY 21 a I I 12 12 j 01 M I 1 s1 s11 V I I la I-1 � VOLUME CEILING -``-'� — — — i I ; N1�— I I ! ; - _ _. . _2'4 ODD SPACE i Pk 'Nl I j 1! I J- N - SCISSOR GABLE — _ _ _ — J - — - -- - — I - _ P - GABLE 14.8 - , 6-0 I 194 JOB NUMBER: ARLK DRAWN I DATE 10-29-03 �!111`'_ S J �_ ``� 1 CUSTOMER: —_ I PI— TC b 4/12 OH:1'-0 b 1' 6' - c�vL�'� t JOB NAME. ARLINGTON K 3 b 4 BDRM I BEARING: HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES It is the responsibilitv of the installer (builder,buildinacontmctor licensed contractor. erectorprerection contractorl to properly receive unload store handle install and brace metal plaf� conn�ct�d wood trusses to protect life and prooertv. 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 recommenoations are based upon the collective experience of leading technical personnel in the wood CAUTION:=TiieSuilaer,,b'uiidin�;co_ntr�ctornucerised` airoor-advised:corira iora eciye kaokletCorerita�( -ane-enti;rc _ o'• mendations �f0r.Handlin ,"jns.aliitlg`"&' Q ,.Bracing' sand'?ec m .3 j. ..,- :-:- •� ; _ .Trusses -HIS= "f14_t�CPlate`Coneiect. d Wood , rr>�the'frirss:Paate.institut�.:'. • _ - ,..4 1, 1 O TRUSS PLATE INSTITUTE: 5B3 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding desioners, installers, and otners Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any pan thereof must not be reproduced in any form without written Derm!ssion of the publisher. Printed in the United States of America. C'A'LTION:iAlltierri;poraiy bracing shou[o1be,na'iess n..ctlonst .:ttFar>12x4�,g�.aci.,�rv�aTl._c!=-lur>itEie�.:All:�c�.ne .:,,'�slioeil��ec:;inaclewithmininnur>r�o�•:?=.�i€id ��ai@s::�,:il l ::trusses:assurnei;•.2.,ort•-.aeia%er;or'iess��All•maslti-pi<< I a.; ",- "xtrt!sses'should;be"connected toaethen-.Jn'::accor- . °a•.??: 6a6c6�vith.d'esign:drawings,,priorr toansratiation. 4. TRUSS STORAGE ^.CAUTION= ;.Itusses:shoufii;riot i;e'4 :I •I:.,4t,Y:� .tea•.. .. �: .n i,-:' - ;Y/t :Y.:...J.:.i4:44`( .�y'a,5,�:-1•--:.fir :, t�YP' 1, •"' '�T ��"'�'=gun{oac�edrorisi•��agi�eriaiaicor•:urn-�: `� �ei%en suraces�wiiich:co�uicf�cause-? ;damage to`.thearress. red:horizontals should;be� - Ci4'UTION::_ Trusses=sto Y "`' ` '`'' t = =% ically-shotilc! be - :,,_-�,:,.:;,�•,t�' ��•CiRUTlO�I\. •:�3rtlsss.'ato�ed:�e>-t ..Y' k.r�vent,excessiv.e'lat_rat' - ,_;:� .•a tn•�'revent=to` "fin�j �.or:t _"hmc[_15"_. - - st '•i=4': ., •C.•[,.,,. RP 4 Y' a isi6fe gain ct% , :, ;:4 ,_ _er;`5•s ;.,,iY :.T::d=.r. rti"°. :,r.: :;iiendrng,anciil_s-sen�:mo ._g �« - t' - �,�y ``'DR;NGE_R�Do riot sio�eaiuri8festu righturiless' •I"'G 'iDo'-not.ti�6dk-6andin {until:in'stal[atior:? _ •.�,:..,. ,,�_ ,�,,_ , .,,�„.._,ti ,P•.- _ 'WARN N _9„ _. ;_.., _ • '' _ „�_;_ � - .�, !x' - :'�' '-re ro. erl' . braced: Da:not:b�eafil3ancfs uiiti[.buridt s e rris..CaresFou[d<:be_ exercised:in":banit .g._.•;, F,...P,� Y ,.._;, m ,,,, (7 5.. 1r.:,' .u,•^,n: ti ;tl.,c•:t�`Rz� 'r _M .7.-�:fr.`•-_ �?H��C'• .1:.•]-%3�>r..-., Ci.l.... :-..... Irfl. t ,:J. :- �i _,i. '�C '.5.�-... '7: � }. - _-•n.:._ :1• "4-`-� •-�•- '" �'` 1'• • ,"~are- laced-.ina�stab[e�hor"izontal�posiiion==��'�=:.�:=,:•; �• " ,mo�al;to;ay.otdstiiftin'•of•individ�ualltrusses�:��;,., :.._..:'.•,_ .P ,_�;-lt Y+�' :..7:_"kj!_�.Y CSf:. ",vat'-'iii�t�--1.':�`�e:!�,'rai�i�•nr,; �.; r-Y,'.7CL�� .r-,'�'fw'�• �1';_ [:_.U,� D'AN�{�F t�t:r,�11VP;RNING l.,tse:e.:,<" f:Prohibttecls'.,.=4;ira`Eri.]wirp ;��.:+..... i,•�,�::i'c,. ,r`�'c:: ':fr±'-_'J,a, Frame 1 Tag Line 60- /or less\ or less\ Approximately Y:truss length Approximately Tag '/ truss length Line Truss spans less than 30'. Spreader Bar Toe In Approximately to ?/., truss length Less than or equal to 60' Spreader Bar Toe In Approximately to y, truss lenath Less than or equal to 60' Toe In •n,+,: -1K' ,Ldct�+ri2' o�_t�'1Ys�i--�.ri I ,�Jralr`4 L ,,;(p:,.n�-,�:Y�•t,,;_-' nl��s, or �� ' il'M,G• Dom; o��^I.lfi�s�n�risrusses_�vir>ItFi:sparass Gp7r 7 t �' ^ l�•�iY•4 • v+�.a�'`l�i.� 'T " ,Fr4''ir� "�'j'1T{r �•b.7 y"�u�..�tlii r . ��,eat�r t�h� :u�`,0�•b� faepeak � �• ,:�r� T� •L`IAtt`i^?�' c-�(:G�i. P�i �,rv2%�.:-. i'�}-Y�'. �'.a"�.1�'�':'�r��.. �IMECHA�NICAL,`r IVS MU1ATION 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 enas of the truss are securely fastened and tempo- rary bracing is installed. j Strongback/ SpreaderBar [ Aporoxlmateiy ih io I/-• truss length I Greater than 60' Tag / Line Tag Line Sirongbacl:/ it I \\ t 0' I 10. Spreader Bar 1 4--_ I- -Toe in At or above - I 4p,,ror.imately /)to Y,truss length Tag Tag /I Line � Greater than 60' Line I• olac e:: al T,_m bc.acin shown:in'�::this-sutltrrtary:sheet is':a�equafe;forsti� 'ices alEaiiOri'I.of C;A'lJ.I.I O h. • p. _ ._Y,:`, B .. t,,,;�; - 4,,. t f'S-,.; �•�,..: - - I''- .: r�. ,'d" - _•: •. •n:t.. ,..r, •..'k-r!: m:F: .spi r - e osslonal•';en Ineer=r,tU: -Zdlfr.erent: zi:' ?° s mllar>>con%i6u�at ons.,•Consultaa`..register_tl profs �...g. -:rt =�., '�'w:� _ �.,,,.-•,r�.. _ „ria�::J�;!i�}dF. }o•�c:'r.�.,:a�'i�i.�;nn•'dsrr _ �. {" .'F,.:'. i1'r• •, 'S,. '`4 �,.� .ir,;i �;.r:vn_a,":i:%'7 u'vl= i :r":�. _ .::U'• R .i :.a:.+r;i,..r: _..tii; }",�.'.'..1+ errtertf is:.desired Th'eenyineer: ltnay,sdesign;_6�racingr�;ns'accordan `;bracing,,aLrang„ :7>c :a .l'ai- -ii.`' n-:};`•''R•n,•e;.;c3'tvo;- mw;n,;',�:�en=,ryolty:d.:,- •e.+.,-;,iD-:ws-".;.}atr:"it1L :.:a.:7/:.:1•i?:.•- _+.Y-: rhUt,6n. Tx'•.�f"yoP•V•r;Tv:+e:•;vm:Ti•,;o•-�r. r'.��wF: `h,l:�t�::v:�.•_zS`.V.,:.r.�,,�T_�`._.:�.•....ciM,.eC.-,„..,aM•�.P,O...lr�Sra •g!n'SpeciricaF'Bracm _asas tletnrri'essso3cmvt„atixwdiart$ TrUssaFSS'f'.e:,I:5Yb,xr, rlC•fe. ,.�:or+.�n-;,�tn.`�,r,�SV,oer,rr•.'>Lfc.h4ai�•^aei`�"i'd"•nr.�-_j.;yi_ ,.o::�'tF:o:;;:,pr,:,ci•f��ascvt:.�.:' r;'�jt�:;ii^.^:.;:';':'',+t•i I r 04'� _ � IOR' , 'GROE :;BRAC1NU: 31�.i�Dl "C- =�iE ER{OR' �;� QUF�.�'BR �Ef� :3Uf�r7f€�� , . T•; •n �'�. , GSii�'•`.. lop Cnc•di I TYp,cal verticul ottncnme nt —'— 'c nd vusl, Sick Pion LS • .� •_�.. 'h, ._-7i1-._ _•�le�:—,' •'y5.1 '.aj �'', I Bloel(mp _ g,, ,,7 ,_ 1 —?�`•{ (Ilntlk1\l t . a'{. - r�•,' 1, I G round+braco i �� . .. ,I _u - •.�-•—:•-= :• - -``_ _• �{=- .r�l 4 .�, �: .dl it '•� .. Groun:I G,eec Ji L_ ~11•'t�''','� I`�'._%Gv';r. .'�:: �A�-i% lI{1l� !ii \� \1 Yl!I'II t.: III fie• 1 \, meal (GBV) -iOn__ , 1 ve- i�' 1�. � ^,nord _ pEV - �� • F�.�W�,,(IL.. I:-��•I - j(, •pr-• ''�l7r�H6 \�� ''ry- 'r{;, I4k -•i! �:'•I U'i �I.' !1, I V^r'l,�✓11S ,-'aSV) r.........: .....•. __ ce itrut STl �` n ntal tic memt7er with n (HT) �'Lruas of ors. cup of lrusse (EB) �romc 7 S 12 _I 4 or greeter 94�`r}a63' 1` JY 0 'Top chords tl,nt are latarally braced can buckle together ana cause collaose 111here in no drago- nal bracing. Diagonal brocinp should be neiied to the, unaeroide. of the top chord wi,on purling are attached to the topside or the top chord. OF - Douglas Fir -Larch sP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Too Chord All lateral braces Lateral Brace Required J lapped at least 2 �j trusses. r fir, ,��1 ,�." '.4n,�,. i2 �Irk::,:.TOP;'CHORD'i'... 5' rF.+t1D ii', C� x�a t; :'" .r�tr y4aN!!. H A. CHORD AL BRACE •TOP' AC NG pB }'MINIMUM ''L`''ATERdL''BRA'CE'• SP •Z g)':` SPAN',�^,`�'�� ' ITCHi�^�� "SPACING'iLBg}: •�• IfG,:.•,T�a�usses :R'"(a , .'SIB. ,r•5;.a. :�� Mee �,h,lr",jy`;�+:a: 'r• F/ r i ��=',�t•'F:�:..i.r: . V. _ vas,-•. LID to 32' 4112 8' Over 32' - 48' 4112 6' 10 7 Over 48' - 60' 4112 5' 6 4 Over 60' See a registered professional engineer DF - Douglas t-ir-Larcn SPF �S�ruce-Pine-Fir HF - Hem -Fir P Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required 77 % trusses. 10' or Greater Attachment Required — I I I ' PI%CE IED TRUcs ,'.;..SCISSORS TRUSS 12 4 or greater Bottor at eac !'BOTTOM CHORDT TUOP LORD 'GTONAL}BR4'CE LACE .'SACINGr(DBg)I ,.i - 20 15 10 7 6 4 !ssionai engineer st - soutnern tine SP-r - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. M:C nORUPLAN _a..; ny..•:•-!.=':M1[;:+, 1-.':ir. ':�il%�' _ ¢r.- - _ 4y'yvt+•np�L i!-ji>r� slio: d_-:a;i^.7 is{•::.: �'d •_ 'r •r'�,; 7, ;::, ,•c .. ::r, i r • •n'; i : �,- "1:- _- ..}'t<, .:7-'a.: •�:+::•.0 "•;•L"•?:c , n s... F; ';,,�• �:;'t'�ii�..;,:•a:c,; k��r;:,,,,.s .�y�._..-,� �: .o,'o; o lowkthese;r.ecomrnenda`tions:could;result�ir��:.a=_r,� ..�....-•''_ i;r',�,,• _ = - - -J. _ .��: ,< <� ,�.;,.�WAR1�lIf�Ga::Fa�•i'�r_.t ,fi 1 _ :5:•. _ •*� 4 i.� : � `• d r , L-.. ._:v`'y '_.•"' - 'i:'- 2:liT-",. ':', .'?�.'•ii'r17i'�=1f!; ..Jn:�n u:i.';' ::.1;�+tihr r{ .^�1� .... •: :n ...- .__'..':., �•:, t '::,:r, :.:r..:rp,:,•. .a'::�r:�' ..i:, t h•.,�. a - �• ;3 p,'"„ t.,., , ,,, •+r" „a. _?:5�`' �'��'i-::?y,+S:;+'V 'F'* �e:, �ersonaltilil t9r',.iOf�i3amaoe,�rto��trussesxorcbulldin,9s:;.�_.=��::�;-,'-;�• � r•';- _ _ ::1•�._•..,' _ }i:..yt,• tf r•s.. c., as�,ver ..P.,. .,,, ..! ;;.�,.;�;,, i..,;., :�-.i,. t•,}.. •y,. •"}+,. ,t,,,..,-.,: .C.:`.• ':''.�::�.,.'••: - .'� - - rf cyL ��i:" - :' `i`;!!_::aCe�`�p•is�t;.a:'eir'�'yC.:{et:^Zek:.'%in.iN��..L.✓�cYT•.`i5'F.,a,'>ti�d'ur�;+7r:.t.�%`C.`:�':�;y�i-�+.=;.�l,�ahs•.i_ .�..%_s: - r =p 'o Permanent Pa continuous lateral bracing as specified by the truss engineering. ,-� Cross bracing reoe<<e� at each end of the buildirtig and, at 2�' intery ais 1 i i 1 MEB.rMBtNB�R"Pl1�t Frame 4 Fla r�vafti}n�r.'I`r�'�, ' �_`F il!:�i•'�ir JiMI'i`�'."- • `"•,*'.y'°'•r {:c,.'i:7: rl I!� 1 ti� �;4�'::r,',:s;,-,:,..,..,el • li 1'. ,ii• :l; 4i="yam-�� ,l' ::1,t �._r,n ' ' ' •-'�'un� 1�.,.1.�..�p .,. "t.c�Jfil•iyi.v�..l`GH'.'Stiy'�- t..,,: ;TOP:CHORD:r=, ; 3!iy;�•��il;vue �6�iaL`I:vi� ay +•MINIMUl�I TOP,�C ORD�;:�;j x !�: ., iDIAGONAUBRACE !r:SPAN' Ni" LATEFiA'L'BRACE l� ._,a•p:....,•„• SPACING LB" �., SPA4CINGP(DB s +r� ti +• 1 �� usses x$f�4 :v':1?':rit.Lu(1�S ..:: ;. t'�','1•�Rk3,�. .( .s��7[ , {4 .rr:;.. S.. F -S•P/.D.Fr_- a' /HF�' U to 32' 30" Z 16 10 Over 32' - 48' 42" 6' I 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir �i•!�I _ 5 Yf' 2x4J2X6, PARAE' EL= Continuous � 'CFiOF3D- iRUSS,( p Top Chord .�L.tr it. ��u:t?:I, Lateral Brac Required Top chords that are laterally braced can buckle together and caUbe collapse If there iano diago- 10' nal bracing. Diagonal bracing should bonalled to the underside of the top chord when purling are attached to the topelde of the top chord. Attachmer Required /R 20, (D 10 BSJ Trusse y � SPF/HF 2 D.C. ./d30"or greater ��'r.'�•{f.{ r'S.r, .��,,ri; �T{' If'`��,,�c�c,•,y..:.;�.. ..�t��liril r•:r, t:i�l%fA''Il,leterlal'�>�?,;� -t•,: �{}rI�Ari. Jy L.a�i:* 1�3�•.iz';r,-_ rric '1% r•ed;ltjr}3ges i '•far' leaStaWb, `•i :.ir,', L� :� ! "�;'I� i e+•i.a,^,?,�irig.I�"Y�'''�'-I+ ��; Y.i• i, +L•':n 1fLISSeS �d''k{+.7 jiil'-'-k,�. l;i�y_ .. The end � ....4" ;•Ixa��c, diagona! brace`�I. for cantilevered End diagonals are essentlal:•fd trusses must be stability and must be duplicat; placed on vertical both ends of the truss system. webs in line with the support. "1=' '.;� - :;°i'} !'i.' ;}�:-�•.. frw=.y�.r.-.` =`a:: .+:_c::rr=: i;1=,�C:: _;-v, •r'a-f'�.,aavq: e.. UVART�ING:�:F'allure,3o,r.ollo� f; E,;r' tiv. hererecomrnendatlons couid=result=i f:='-•' �:�r2. -•r. -,' Sw: •��,! i, ,',Ir. ;iF,;.t-e-bry.::34•:'11- a�ri•.=.w_ :a," -rim": v... S:r:._. _ .�' - •'t;- '.T:. :t• .. T..� ..{.f,:Y'. .�. 4�:['.i—'v'1-e ..:i'�- 1 a.. "Ll. ]'iT''�:-.r'•.' �f4 '''-,� cl' ,{''{:; -" •r' ,n-vsever'e" •ersonal In u =or.lama r �. c ;> �.;f�^. �•y;;`s:'-'.r'r S� '-••;... r: �..;P; - -jury.. e'>tb tr_usseslor bu"ildines::. a'•,'." I. 4x2;0ARA'LL`E-L CHORf7:,TRl7SS'TOP CHORD:. Top chords that ere Imerally braced can buckle togetherand ca uag collaprrc If there la no diago• nal bracing. Diagonal bracing ghoul d be moiled to lire underside of the top chord when purlinu arc attached to the topside of Ina lop chord. name b Continuous I Top Chord Lateral Brace �L Required TU_! 10, or Greater l I I -• i achn-1 ent ! cuired — I Trusses must have lum- ber oriented in the hor;- zontal direction to use this brace spacing. ' . Ir 1 •ryr:ir� I:" fi i i y 4 �d+,yy`I,�,It{`I�`l�jy,�4�ii?�;'F 1 1 .LL Y'''r 111 Y, z . r�'ja';� 117�I�.� t I�� '11• ;�..'.. k �.•• �"c'� 1 1� s~r.•r R, 44?i.46 .Y��'.;k:n"Ib•Srilflli�rr.�."i4tkl}�, 7•n 'Ls..:..rrrr �T.I , r�•: �:.. , �TOP'CHORD''(' tiNkc•n•.�.�u5al�,•nl�ci�5a.%, ^4'r." ltiLati�11 �y, ��J; fi�td�?�fp'I�''t �j Sy'IT,O.Pr,CHOFiDr^� DIAGO'NAL'�BRA'CE "C y'itl j' ;�MINIIVIIIM,;LATERA'L•BRA'CE�, SPACIN'Gr(DBS)f'�I C; f :•PITCH d6rd' i - ,4SPq'CING LB ' y (•s S)41;;� "�). M.l , r t- t #;trussesJTi,- :7�r� w,.l(`r •tr.; l 'av 1 � r]ir.'� 1; { �i„$* i4: ''�''. �'�' n• 'SP DFf- •SPF/HF. I UD to 24' 3/12 S' 17 12 Over 24' - 42' 1 3/12 7' 1 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professions! engineer DF - Douglas Fir -Larch SP - Southern Pine % o HF - Hern-Fir SPF - Spruce -Pipe -Fir 05; Diagonal brace also required on end verticals. ioprhordathai are laternliy braced can lwultle • lopo ham andcounacnllnov,illnoreisnodiapc•- nnlbraciny. l7io£onal6l nrinp onoldd lx+naiied to the uuderaine of the toy chord when purlina arr attcchcd to the topaide, of the tot; chord. m0".NC TR-U�� PLUh9.°i 1 Truss I Depth 1 D(in) 12 , 3or ♦.,, greeter sl >;•` All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Fteauirod 1 i.:�.. '' > 10' or Greater Attachm e ni Required — ! WARP [Wt: Falluie ta--fol]oWthese tecbmrriendations could result iii severe personal injury -or. daitiage.-to-irueses or bufidings. 1 I Lesser of D/50 or 2" Maximum - Plumb Misplacement Line I.-:-'INSTA'.,LATION-TOLER4i�'C S•' BOW Length I I: L(in) I i ................................ "0(in) t'ii150'•:•I u(ft) D' c �::::: ` _ a I l 1 i t I Lesser of l i 1 y: ,1�rr .1 • 1 _. L1200 or 2 11 36" 1 'i,4r, l 3• — I114" I 1 - L 96_I I s I 1 os" 1 2" I �' L(m) I L(in) Lesser of L/200 or 2" L'.1200L(ft) 200" 1" 16 , r 250" 1-1/4" 120.a, , 300" I 1-1/2" 125.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. { , ;. i .. _ u •j, "e• 'sfari�ces'•sFio nl G` �(a ce d. t'orirb_ - s cri t ' tri:rtaa li`1 f ri' - cons n�ot.',cuf - - - ��es=:'': .. •,- �r��o a 50" 1 4" 4.2' low 1 '2" 6.3' ' 50" 1 3/4" 112.5' (FIX �ro�da tems J MARONDA SmEms 4005 Maronda Way Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3918 Date: ]March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley1russes labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 4107-321-0064. Si Merely, Tom s Ponce, P.E. Date: 3) 5 f o g 1N��l��I�YpiEV( `\`��`LQ ` �• .,�� ! i- � Cam,. ��,,'!.. No.00�io0r - tit 6 FATE '- OF f�XrrFs�f •'....•Mi161C ` ^rf SAL .ti'NN. I - I MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 I DESIGN INFORMATION This design h for am IndMdual bulldbng component. and has been based on information ptovlded by the chent. The destpn Akdatrns any responsibility for damages as a result of faulty or Incorrect information. specificationsand/or dafgos Vanished fo the Ines designer by the client and the mnrctness or accuracy of this information as It may relate to a spe- dn. pryed Rod accepts no responsibility or exercises no control with regard to Fabrfo- ticr4 harrAmg, sblpment. and installation of uses. This truss has been deslgrd as on Indlgdml truOdlog component in aermrda icc with ANSLfM 1.19% and NDS-07 to be tneorporated' as part of the bu0dtrng design by a Building DWmer Live tered wrllGed or professional enryneed. When reviewed for approval by the building designer. the desfgn loadbW shown must be clw&cd to be sure that the dale shown are In agreement with the local bug" codes, loco] climatic records fur sand a snow Inds. project specifications or special applied Inds Udrss shtrwn. trusa hu not been designed for storage or occupancy loads The destpn assumes eempresslon chords (top or bottom) ace eonfinu- gusty braced by aheathmg cones otherwise aperrfled. Where bottom chords In lerulon are not fully braised laterally by a property applied rigid cdwhg Pury should be braced at a —ft,mn spacing of I V -O* o e. Connector plate shall be mamdadured from 20 gaugo hot dtyped g lvaomed steel meeting AS7M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pit" to tabrlutlmti the fabrulor stall review this drawing to verify that this drawing fs In txxdormanco with the faibdalor's plans and to rcL to a continuing responsibSity for such verl- OaUon. Any dbergmdes are to be put In writing before cutting m fabrication. Plate shall not be W taff d Over Imotholn. loot. or distorted Bahr. Members shall be cut for light ftttmg wood to wood beartng Con- nector plates aban be located on both fates or the truss with walls fully imbedded and shall be slow. abotd the Joint toles Otherwise shown A Us plate b 5' wide x 4' loner A 9x8 plate h (f wWe x e' long. Slots Rwolml ram parallel to the plate length specified. Double cuts on web members shall oat at the txrtrold of the webs unles otherwise shorn. Connector plate stirs we mldmtmm stew hosed on the farm shown and may need In be Increased for certain hand- Ung and/or erection stresses. This truss Is not to be bblatM with @e retardant treated Lumber unless atherwtse shown. For additional mform.ft on gnality Control refer to ANSIMI 1-1995 PRECAUTIONARY NOTES All bracing and erection rscommend2tlora are to be followed In accordance with'HandlIng lmla" d)3racW. H113-91. Tnmcs are to be handled wdlb parth.9- tare during banding and bundling, delivery and Instalhatfon to avoid damage. Temporuy and permanent bracing for holding trusses In a straight and ph, b pos. Ulm esm and for rist erg lateral forshall be detgnd Rod losfalled by others. Careful band. ling b essential and taection bracing is always required. Normal pretautimuy action for busses requires such lemptnary bracing during tns ablim between banes to avoid toppling and d®tuotog. The superrtson d crecmm d trusses shall be wonder the control of persons .xpcdrnsd In the b bdbhum Of tru—s. Pmfesslonsl advice sha0 be sought U needed Concentration Ofon construction Inds greater than the design loads shall not be applied to truces M any time. No loads Other than the weight Of the r rectora s hall be applied to trusses "nor after all fastening and bracing is completed unun vat i cv VALLEY TRUSI COMMON VALLEY V, SUPPORTING TRUSS VALLEY TRUSSESz COMMON OR GIRDER I I � V 1 11 lii k COMMON TRUSSES (TYP.) 11 • 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. (el WHEN OIGAOHAL WEB PRESENT USE 4X1 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE i 214 t 2x4 OR 6x6 O 46 I1e6 VALLEY MEMBERS AT t 426 716 416 t 4x6 24 - O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 GREATER THEN 26.0.0 3:6 2x4 2N 3xe I VARIES 2x4 J 2x4 12 UP To T 0.0.4 axe 2x4 214 2x4 2X4 4410 2x4 315 2x4 2x4 Ire 3x6 OR 319 ore 2x4 14x6 OR 141e MAX. 6.0.0 O.C. (TYP) r 2x4 MAX. 6.0-0 O.C. (TYP) MAX TRUSS SPACING �— BELOW • 41' O.C. SPANS UP TO 60.0-0 0,1 TOP CHORDS: 2X4 SP 02 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) 18d 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 IS) OF WEB WITH tOd 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 T1.20 GA TESTED PER ANSIPITI 1-1995 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY SA N FORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. ports] bracing or stm0u bracing which is a part of the building design and which must be comidcred by the bulldog designer. Basting shoran is for lateral support Of buss members only to reduce buckling length. Provisions must be rdditioo�bnx� thlateral erawvmna.troudurreemand n��°nouns`( determined by mebwteogaetgner. bracing Y regtdrrd. (See f11B•91 of TPII. frruss Plate Institute. TPI, Is loafed at 583 D'Onofrto Drive. Madison. Wisconstn 53719)• 1890 OREENBROOB Cr.OVICDO.F1.32780 Studs (D 6-0-0 O.C. Eng. Job: Dvrg: Dsgur: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psi BC Dead 2.0 psf TOTAL 25.0 psf Truss ID: VT Dafe: 4-11-01 DurFac - Lbr. 1.25 DurFac - Pit 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: DESIGN M-ORMAT10N This duitn is for an iaWirialual huilllin, eumplucm and Ins lice. hosed of inhhmuhm provided by the climb. 7lc tleci:rer disclaims am Nspumihiliq for dauriges as a cools or. rmdry "r Ink rreel infrnulian, spmllk.1hms .nl/n k ig.s f tmis elf to the ,— dell:ier by do .lien ..I the —,Mow, or uc.,.cy of Ibis infrpnthn s it rtray relate to a ye- .itle pn4m W adepts oo rcsprnsfbilily m Ssnclsn no eomnd with regard in hMca- If, , h3whi lg, ship—ra Aral Ins ilbalun of .,.Is.$* Tlds tress has ban desig,ed as an IuOddual InlWing to mposicm In acnadatae Milt ANSI/TII 1-1995 oral NOS-91 In he l ctarpm.icd .1 Pqn at lb, Wilding design by a Building Dcd:nu (rglocred amhilmt or pmfcsaiurul en:iraa:rl. Whm mvierd fur apprural br the huilJing dnigner, do dedgn I.wdings shown Me' be chocked to be sure iha, tle data slutmt arc in gleemeru rich dse local t ildin: cwles, h,e.l eli.wtte records fir Arta er soon loads, pmjcn ipnlliutiures ur q=111 applied hutch. Unless stsosvn, class has nr been desiencd lot U.-9- w ares.parey ha ds- The deign a,surnes ew-mcirsiun church (up or brilliant are crauiow- .atsy I —I by shnhi.g rdm wh.-4se spccifled. Wbere butuara eLwds in mnsnn sr. not fully I...N hter.11y by a farrperly aIg4ied rlgJ cdhln:, dtey should be hra a ofa noarinmm glad.: of 10'-0' O.C. Quotu:tor places rha11 he in—fam,N Irmo 20 gorge hm d'gqed galn,died 0-1 n.enin: ASTM A 6S3, Crack 40. —1.A—isc sa„m. riAnnrICATION NOTES Prh. I„ fahrle.11nn, de fabriclum shall rerir this dr-1.g to ,e,lfy that this do vlug it br rwid rnonce "'lib the 1A,kafr's plans wW to shire a c.nllrwln: c"I" Ibihq I'm ueh .1 1- IYallm. Any LlIte- uileck. are M be put In n•idna h ftie o.uiry rr ialr:eahn. glares shall nW Ie iasaallcd Doer tmrlydes, tams m dlnrrral gnln Menders drill Ie er, frld:hi fil"off -I In .•aW heui Cur. recb. Ph.ca ah 11 be Incas! un bluh larch rd the truss rich,ulla fully Imhc.WN and doll he - syus, abuw the joint unless ullrnise dtnen A 5.4 plate is S" aide . 1' hasp. A Erg plate It b- .ial. a 11' Iwi:. Sim (holes) tam parallel Io de Plan lengib speclfed. Double can ran such mturlb— sill wen a fie ccnudd of the .cbs unless nbcrsvim shoom. Couicetor plane d.cs midn.m sc Aso b.d on it. fume, daa.v.s wd oar "cod I" toe I.e1—d Ill,cuwfn hard. liq -Ifr ermlina st.cs— This truss Is nu Iti he ghdued wish fire 'cord u. aural looser .nlcss .ufscr.rlsc shorn F.r .JJiliuml Infummllun rn Quality Cmlrul refer w AtISUIPI 1-1995 PRECAUTIONARY NOTES All biveloC awl a 11w, r nmmNadim, are tube f dl—d in acewdarrc wish •Ilaaalling 1.9.11ing A faraedr". HIO.91. Trusses are sn be l nallcd rich Pauli—bir eale during harallne n and IuOlm, dcli,ery and Inaall.tian In avoid damage. 'fenapmary —d remrwaehracina fw Itwding wars In . maieh, and plumb ,.w• Irian aM fw — sling latent forces shall he des -red ant Insaalled by adscm Gfcful tuwd- ll.a is csealal mind crash- I.racing I, ai—y, reuytirN. N.uanal fr-rualiu.rar7 ac,hur fr tm,ses re.pllms Stich temporary hlaing durtr; Immllatim be, . uusa•s to ■m d hgVIi.i and doaninadng. The saPerdslan of crecli.n nl' ftusses shall he under the eltrurol of pclLmt ecPcdcuvcd in..r lntr it.,6 o nurses. Pm(essi..wl addee su111e uvghs it needed. Gmccmntl n ill c nsirladm Ioads grcalcf I'll le dedpl loads Shall ram be .1,Pli d to clueus at am dine. N.s ha.d, ode, dot de nei:hi u1 the nrn.n cull de algdinl In Bosses until after all lusenin: awl luacioe h cnmpl.:IN. ITW BLOCKING • MARONDA SYSI'EMS BPS PO/V, `\ t O Cl s No. 00650068 i o STATE OF �ss1 O N A l /N11111111111111�11�` HIP GIRDER 1110: 11IM ETA I L TI:IIIP OTYJ 2x BLOCKING ADDED TO . TOP CHORD OF STEP HIP TRUSSES TO SHORTEN R OSB NOT TO EXCEED 24 "O.C. TO BE NAILED TO TRUSSES W/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING � i �� i �� Sri � i�%� �► �� . � �i�/s�� %. i��• � � � � �� ' WARNING: READ ALL NO"T1 S ON THIS SRE'CI'- ring. huh: WO: RIPDETAIL Maronda Systems A COPY OETIIIS DRA11/1NC TO CIE GIVEN TO ERECTING r'"'9: Truss 11): IIIIa CONTRACTOR. Dsgnr:. Clili: Hale: 10-20-00 4005 MARONDA WAY 11RAC1NL WARNING: TC Live 16.0 psf Durl%c - Lbr: 1.25 SANFORD, FL. 32771 Oil lne than." rand t dian•ing is ran «enton hr. I.C. n•inl hu. In:, panel hnclug .., timnar Inaeing oidc)l is a lalildin: •re llea,l 7.n psr Dnrruac - Pit: 1.25 (407) 321-006A Fax (407) 321.3913 Pm nl lie dcsi�n will nhirh must he sunsfdelcd by lle huildmg Miguel. Ili. g dnn•" is tail l.imral supl—f w muss mcmhus.mly to ICdnCC t—l.ling loiglll. Pi—isiwlS lllust It, BC Live 0.0 O.C. Spacing: 24.0" TOMASPONCE P.E. LICE LICENSE N00$n068 #00 mmle I., ninth'• I.—.1 hl.ci.g .1 cIW, swat q—lird 1"eniunr 101—i-d by it.c b.ildirw de,igne,. Aoldidwlal luamg nl tic uvudl urucmae may Ise aey.ti,ed. 1$a IIIO-91 "I7P11. 11sr BC Dealt 1(1.0 PSI` Design Criteria: TP1 EFE R LT.ONEDO,FLa27fie Hauls Thole Invilule. TPI, Is hauled al 183 D'Onihia ()live, tAadium. wise "in 5:719). Code Desc: -- -- -- TOTAL 33.0 psr I V:O 1.01.00- 30106- 31 1)uign: alwrir Anolysit 108 P.f Til" CATEE-LOK00051111POET—f NCS- 01.01.00 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect litform ltion. spectflcaltons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cinc project and accepts no respDmfbWty or exercises no control with regard to fabrto- tion. handling, shipment and Installation of trusses This truss has been designed as an tndMdual building component In aecordane with ANSI/TPI I.1995 and NDS-97 to be incorporated as part of the building design by ■ Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clbnallt 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) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not rutty braced laterally by a property applied rigid ceiling. they should be braced at a maxtmum spacing of 1014r o.e. 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 dmwtng to vertfy that this dmwtng Is In conformance with the fabricators plans and to realize a continuing resportslbWly for such veri- fication. Any discrepancies are to be put in writing before tutting or fabrication. Plato shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood boring Con- nector plates shall be lomled on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate s 5- wide x 4' long. A W plate s S' wide x 8' long Slots (holesl run parallel to the plate length specked. Double cuts on web members shall meet at the cenlrok of the webs unless otherwise shown. Connector plate sizes ■re minimum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Information on Quality Control refer to ANSI/PI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling Installing A Bracing-. HIB-91. Tn cis arc 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 - Ilion 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 dominoag The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to lasses at any time. No loads other than the weight of the treetora shall be applied to trusses until after all fastening and bmcing is completed JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 WndLod per ASCE 7-98, C✓rC, V. 125mph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/937 at JOINT #19 L=-0.49" D--0.53" T--1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.46" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB - 1.15 WO: ARLK WE: This 3-PLY truss designed to carry 11, 0" span framed to BC one face 21 0" span split -framed to opposite face 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1856# Support 2 1836# ..TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -10729 0.30 24-23 9443 0.47 2- 3 -11276 0.31 23-22 11488 0.54 3- 4 -12982 0.19 22-21 12652 0.49 4- 5 -16844 0.23 21-20 17155 0.69 5- 6 -19958 0.27 20-19 20117 0.79 6- 7 -21121 0.27 19-18 20117 0.79 7- 8 -21121 0.27 18-17 17154 0.69 8- 9 -19957 0.27 17-16 12651 0.49 9-10 -16842 0.23 16-15 11487 0.54 10-11 -12980 0.19 15-14 9443 0.47 11-12 -11275 0.31 12-13 -10727 0.30 3-PLYS REQUIRED TI: A QTY:3 ------ ---- ====Joint Locations.......__ ___ 1) 0- 0- 0 9) 28- 5- 5 17) 28- 5- 5 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 11- 6-11 13) 40- 0- 0 21) 11- 6-11 6) 15- 9- 5 14) 40- 0- 0 22) 7- 9-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 2- 5 24) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 40- 0- 0 BC Vert L+D -163 0- 0- 0 -163 40- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4194 22 -1856 BOT PIN 39- 8- 0 4193 0 -1836 BOT H-ROLL 74-0 254-0 74-0 1 2 3 14 5 6 7 8 9 10 ll 12 13 0 8X10 6X8 6X8 10X10 6X8 6X8 8X10 T 4-3-12 0-6-6 I Face = 0-2-8 3.00 I 6 00 13.00 T 0-6-6 4-2-6 kJ 5X6 Face = 0-2-8 0-8 7-1-11 244-10 7-1-11 1 2 23 2 A20 19 18 17 16 15 I 4 4195N 8.00" 4194N 8.00" 00-10 88 40-0-0 �00-10-8 (RO-11-12) I (RI 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1605 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg° WO: ARLK Truss ID: A y stems CONTRACTOR. Dsgnr: TLY CI)k: Date: 10-27-03 TC Live 16.0 psr DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bracing shown on this dmwtng s not erection bracing. wind bracing. port.] bmcingor sbnllar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a pan of the building design and which must be considered by the building designer. Bracing for lateral bucking be BC Live 0.0 psr O.C.S 24.Onr Spacing: g• (407) 321-0064 Fax (407) 321-3913 shown s support of truss members only to reduce length. Provisions must made to anchor lateral bracing at ends and specked locations determined by the building designer. BC Dead 10.0 psr Design Criteria: TPI TOMAS PONCE P.E. Additional bracingofthe overall structure may be requlree ed. (SHIB-91 of TPn Code Dese: FLA LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D•onofrlo Drive. Madison. Wisconsin 53719). 1005 VANNE-SM DR.OVIEDOXI-32717" I I TOTAL 33.0 psr V•09.05.02- 31346- Design: Matrix Analyfif JOB PATH: C.ITEE-LOKVOBSURLK NCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: B ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, _________=====Joint Locations =•===__"_______ This design isfor anindnhdualbuilding 2x6 SP #1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 component and has been based on information BOT CHORDS: 2x4 SP #2 D Bld Type. Enel L= 58.0 ft W= 40.0 ft Truss 2) 4- 4- 0 9) 35- 8- 0 16) 17- 8-13 provided by the client. The designer disclaims 2x6 SP #2 2,3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 any responsibility for damages as a result of WEBS: 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 faulty or incorrect Information. specifications SLIDERS: 2x9 SP #2 5) 17- 8-13 12) 35- 8- 0 19) 4- 4- 0 and/or designs furnished to the truss designer by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 Of this information as it may relate to spe- L/959 at JOINT # 5 Support 1 999# 7) 26- 9-10 14) 26- 9-10 cUtc prgect and accepts no responslbWty or L=-0.48" D=-0.50" T=-0.98" Support 2 1026# ----MAX. REACTIONS PER BEARING LOCATION----- exercisesno control with regard to fabrics- MAX HORIZONTAL TOTAL LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-LOc Type tlon. handling. shipment and Wtallatlonof T= 0.53" TC...FORCE ... CSI BC... FORCE ... CSI 0- 4- 0 1360 68 -999 BOT PIN truss-. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3352 0.67 20- 0 1941 0.59 39- 8- 0 1360 0 -1026 BOT H-ROLL Individual building component 1n accordance with ANSI/TPI I.1995and NDS•97tobeincorporated T= 0.26" 2- 3 -3904 0.65 0-19 2950 0.92 as pan of the building design by■Building 3- 4 -4750 0.35 19-18 3083 0.94 Designer (registered architect or professional RMB = 1.15 4- 5 -5347 0.38 18-17 3573 0.58 engineer). When reviewed for approval by the 5- 6 -5376 0.38 17-16 4824 0.73 building designer. the design loadings shown 6 - 7 -5376 0.38 16-15 5379 0.81 must be checked to be sure that the data shown are In ageennent with the local building codes. 7- 8 -4750 0.35 15-14 4824 0.73 local clbmue records for wind or snow loads. 8- 9 -3905 0.67 14-13 3574 0.58 project specification or special applied loads. 9-10 -3353 0.68 13-12 3083 0.94 unless shown. truss has not been designed for 12- 0 2950 0.92 storage or occupancy loads. The design assumes comptesslon 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 e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabric for shall review this drawing to verify that this drawing Is In conformance with the fabriolor's plans and to realize a contmutng responslbWly for such veri- fication. Any dMempancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut far tight fitting wood to wood bearing. Con- nector plates shall be looted on both fain of the truss with nails fully hnbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate s 5' wide x 4' long A W plate is (r wide x 8- long Slots (holes) nun parallel to the plate length specified. Double cuts on wcb members shall meet at the eentraid of the webs unless otherwise shown. Connector plate sizes are minimum 31-based on the fortes 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 I,,"lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI /TPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bmctng'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss- in a straight and plumb pos- Ition and for r-bltng lateral forces shall be designed and msln6ed by others. Careful hand• ling is essential and erection bracing is always required. Normal precautionary action for trusses requtres such temporary bracing during installation between trusses to avoid loppwg and domtnoing The supervision of em.Uon of Incases shall be under the control of persons espencnced In the installation of trusses. Professional advice shall be sought If needed Concentration of construction foods greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. T 5-1-3 0-6-6 �T7 I 8_8_0 22-8-0 8-8-0 1 2 4 5 6 7 9 1 Q 0 5X6 3X4 3.00 I 6X12 4X6 4X6 8X10 4X6 6X12 3.00 5X6 3X4 T 0-6-6 4-10-6 8-3-11 k 22-0-10 8-3-11 12 19 18 17 16 15 14 13 12 11 1360# 8.00" 1361N 8.00" 00-10-8-8 1 40-0-0 0 108 (RO-11-12) 1 1 (RO-i 1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10(13 VANNESSA DROVIEDO.FI_3276a Design: Almrtr Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portd bracing or sanllar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) ffmss Plate Institute. TPI. s loafed at SW D'Onofrio Drive. Madison. Wseonsm 53719). JOB PATH- C-ITEE•LOKVOBSIARLK Eng. Job: Dwg: Dsgfdr: TLY Chk: WV: ARM Truss ID: B Date: 10-27-03 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- 31347- 1 HCS.• 08.20.02 JB: ARLINGTON K 3&4 AC: 1011 UPLIFT D.L. WO: ARLK WE: TI: C ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLood per ASCE 7-98, C&C, V= 125niph, .............=Joint Locations =====___.....__ Thl+dnlgnisforantndtvldualbuilding 2x6 SP #1 D 2,3 H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 7) 30- 0- 0 13) component and has been based on Information BOT CHORDS: 2x4 SP #2 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss 2) 5- 0- 0 8) 35- 0- 0 14) 20- 0- 0 provided by the client. The dnlgner disclaims 2x4 SP #1 D 1,4 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 any responsibWly for damages as a result of WEBS- 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 faultand/ r irlgnsfu ishedtlon.sp-us3deon. and/or designs fumlshed to the truss designer SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 35- 0- 0 17) 5- 0- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTIONr PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 ofthis Information asitmay relate toaspe- L/971 at JOINT # 5 Support 1 998# ----MAX. REACTIONS PER BEARING LOCATION----- clfbproJectandacceptsnornponsibWtyor L=-0.48" D=-0.49" T=-0.97" Support 2 1025# X-Loc Vert Horiz Uplift Y-Loc Type exercisesno control with regard to fabrics- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1359 70 -998 BOT PIN Lion. handling, shipment and installation of trusses. This truss has been designed asan T- 0.59" T`C... FORCE ... CSI ..BC...FORCE...CSI 39- 8- 0 1360 0 -1025 BOT H-ROLL Individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION- 1- 2 -3514 0.74 18- 0 2010 0.51 ANSI/TPI 1.1995 and NDS-97 Lobe ineorponted T- 0.29" 2- 3 -3764 0.68 0-17 3110 0.94 as pan of the building design by a Building 3- 4 -4312 0.34 17-16 3212 0.76 Designer lreotered architect or professional RMB - 1.15 4- 5 -4670 0.34 16-15 3455 0.79 engmeerl. When reviewed for approval by the 5- 6 -4670 0.34 15-14 4358 0.89 building designer. the design loadings shown must be checked to be sure that the data shown 6- 7 -4313 0.34 14-13 4359 0.89 are inagreement with the l«albuilding codes. 7- 8 -3766 0.69 13-12 3457 0.79 Iocalclimatic records for wind orsnow loads. 8- 9 -3515 0.75 12-11 3213 0.76 P-Ject specifications or special applied foods. 10- 0 0. 94 ss Unless shown. tnhas not been designed for 0-10 2011 11 0. 51 storage or occupancy loads. The design assumes compression chords (top or bottom) me continu- ously braced by sheathing unless otherwise specified Where bottom chords in tension arc not fully braced blemlly by a properly applied rtgld ceiling. they should be braced at a maximum spacing of ior-T o c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 1553, Cmde 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 respon.lbWly for such veA- ftalion Any dlserepancles are to be pul m wrilbng before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherudse 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 mnlrold of the webs unless otherwise ahown. Connector plate sizes ore minimum sizes lased on the forces shown and may need to be Incrased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Qua6ly Control refer to ANSI/7YI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed In accordance wilh'HandWtg IrlstaWngb Bracing. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shall be desiged 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 ustaliatlon between trusses to avoid toppWg and dominoing. The supervision of erection of trusses shall be under the conlml of person. experienced Inthe installation of trusses. Professional advice shall be sought If needed Concentration of coLt-clton loods greater than the design lads shall not be applied to Irusses at any time. No loads other than the weight of the erectors shall be applied to inssses until after all fastening and bracing is completed. T 10-0-0 20-0-0 10-0-0 1 2 4 5 6 8 9 Q 6X12 4X6 8X10 4X6 6X12 -"- 3X4 3X4 T 5-6-6 0-6-6 T7� I 3.00 I 3.00 0'g 9-7-11 194-10 9-7-11 I 1 17 16 15 14 13 1 I 16 1360# 8.00" 1360# 8.00" 0-108 _f `j 40-0-0 OEo (RO-11-12) (110-11-12) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: C y stems CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing ls not erection bracing. wind bmctn& portal bmcingor similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD. FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing for lateral buckling length. P-blons be BC Live 0.0 sf p O.C. Spacing: 24.Orn (407) 321.0064 Fax (407) 321-3913 shown is support of tmss members only to reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 r Ps Design Criteria: TPI TOMAS PONCE P.E. Additional bract" of the overall structure may be required (See HIB-91 of TPI). Code Desc: FLA LICENSE #0050068 Res ss Plate Institute. TPI, is bated at 583 D'Onofrto Drive, htadlson, Wt3consln 53719). 1005 VANNESSA DROVIEDOXI-327611 TOTAL 33.0 psf V:09.05 02- 3 348- ' Design: Marrix Analysis JOB PATH: C.ITEE-LOKVOBSVRLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: I TI: C1 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2-PLY TRUSS[ fasten w/3"X 0.120" nails in ...... ===o.===Joint Locations===... = ....... _ This design is for an lndWunl building 2x8 SP #1 D 2,3 staggered pattern per nailing schedule: 1) 0- 0- 0 8) 33- 3- 1 15) 21- 1- 8 component and has been based on lnfornauon BOT CHORDS: 2x8 SP #1 D TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2) 3- 6-14 9) 36- 5- 2 16) 16- 7-11 provided by the client- The designer disclaims 2x6 SP #1 D 1 Distribute loads equally to each ply. 3) 6- 8-15 10) 40- 0- 0 17) 13- 1- 8 any responsibility for damages as a result of rect specifications faultand/ 2x6 SP #2 4 WndLod per ASCE 7-98, C&C, V- 125rrph, 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 rdesigor sfurnfomwtlon, thetrusdesign and/or designs furnished to the truss designer WEBS: 2x4 SP #3 H. 15.0 ft, I= 1.00, .Cat. B, Rzt= 1.0 EXp 5) 16- 7-11 12) 34-10- 1 19) 5- 1-15 by the client and the correctness or accuracy 2x4 SP #2 11 Bld Type. Enel L. 58.0 ft W- 40.0 ft Truss 6) 23- 4- 5 13) 29- 8- 5 20) 0- 0- 0 of this lnforantlonasitmaymintetoaspe- WEDGES: 2x4 SP #2 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 7) 30- 1- 0 14) 23- 4- 5 ctflc project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrlca- lion. handling. shipment and installationof PROVIDE UPLIFT CONNECTION PER SCHEDULE: ------------ TOTAL DESIGN LOADS ------------ trusses. This truss has been designededas an Support 1 807# ..TC... FORCE ... CSI ..BC... FORCE...CSI Uniform PLF From PLF To IndMdual building component in accordance with Support 2 761# 1- 2 -7558 0.68 20-19 6603 0.71 TC Vert L+D -46 -0-10- 8 -46 40-10- 8 ANSI/TPI I-1995and NDS-97tobeincorporated MAX LIVE LOAD DEFLECTION: 2- 3 -7958 0.84 19-18 8446 0.80 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 as pan of the building design by a Building L/943 at JOINT #15 3- 4 -10042 0.59 18-17 9361 0.45 Concentrated LBS Location Designer lregfitered architect or professional L=-0.49" D=-0.51" T--1.00" 4- 5 -12191 0.19 17-16 13685 0.64 BC Vert L+D -930 13- 1- 8 engling when rthedesign opprmalhown the building designer, the design Icadln� shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -14641 0.24 16-15 13683 0.68 BC Vert L+D -1934 21- 1- 8 must be checked to be sure that the data shown T- 0.54" 6- 7 -13175 0.22 15-14 13413 0.67 ----MAX. REACTIONS PER BEARING LOCATION----- aminagreementwith the locaIbuilding codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 -9163 0.46 14-13 8552 0.45 X-LAC Vert Horiz Uplift Y-Loc Type local clinalic records for wind or snow bads, T- 0.26" 8- 9 -7344 0.76 13-12 7767 0.97 0- 4- 0 2903 -30 -807 BOT PIN projectspectncationsorspecial applied loads. 9-10 -6976 0.63 12-11 6096 0.86 39- 8- 0 2681 0 -761 BOT H-ROLL Unless shown. truss has not been designed for RMB - 1.15 storage or occupancy loads. 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 property applied rigid ceiling. they should be braced at a moxlmum spacing of 10'-o- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvontzed steel meeting ASTM A 653. Grade 40. unto otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize o continuing responsibility for such verl- nmtlon. 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 light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully imbedded and shall be sym. afoul the joint unless otherwise shown A SO plate is 5- wide x 4- long A 6xB plate is 6' wide at B- long Slots (holes) run parallel to the plate length specified. Double cuts on amb 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 truss is not to be fobricated with fie retardant treated lumber unless otherwise shown. For addillonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with "Handling Installing & Bracing-. 1-1IB-91. Trusses are to be handled with particular care during landing and bundling. delivery and installation to avold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. Bng is essentW and erection bracing Is always required Normal precautionary action for trusses mqubes such temporary bracing during ostallalbn between trusses to avoid toppling and domin""g. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses Professlonol advice shall be sought If needed. Concentration of construellon loads greater than the design loods shall not be applied to trusses at any lime. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. r 2-PLYS REQUIRED Ilk 9-11-0 k 20-2-0 k9-11-0 t 2 3 14 8 9 1 IOX10 6X8 1OX10 1OX10 5X6 �a 4X6 5X6 �8 .0 301 -10-8 i i6 Ol Q T 5-5-14 0-6-6 T7� I 080 080 P9 9-7-11 k 194-10 k 9-7-11 I i'd 19 18 17 16 15 l4 13 12 I 1 2903# 8.00" 2681# 8.00" 0-10-8 40-0-0 0� 10-8 Di C(S I`JMIGATES (24) 2X4 930# 1 1934N (RO-11-111-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: DWg: WO: ARLK Truss ID: C1 !jaronda y stems CONTRACTOR. BRACING WARNING: Dsgftr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bra". wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral truss to buckling length. Pisions BC Live 0.0 psf O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321.3913 shown support of members only reduce rov must be made to anchor Lateral bracing at ends and specified locations determined by the building designer BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the owerau structure may be required. (See HIB-91 of TPI) � Code Dese: FLA LICENSE #0050068 frruss Plate Institute. TPI. is located at SO D'Onofrio Drh•e. Madison. Wisconsin 537191 • 1005 VANNFSSA DROVIEDOXI-32766 TOTAL 33.0 psf V:09.05,02- 31349- ; Design: Mwrir Analyris JOB PAM: C:ITEE-LOKVOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125niph, .... =----- = =Joint Locations=====_ .... _____ This design is for an Individual building 2x4 SP #1 D 2,3 H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 7) 32- 5- 5 13) 20- 0- 0 component and has been based on Information BOT CHORDS: 2x4 SP #2 Bld Type= Encl L. 58.0 ft W. 40.0 ft Truss 2) 3- 9- 5 8) 36- 2-11 14) 11- 7-11 provided by the client. The designer disclaims 2x4 SP #1 D 1,4 in INP zone, TCDL- 4.2 psf, BCDL= 6.0 psf 3) 7- 6-11 9) 40- 0- 0 15) 5- 8- 0 any rmponslbWty for damages as a result of WEBSt 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 faulty or Incorrect Information. specifications 2x4 SP #2 5,7 5) 20- 0- 0 11) 34- 4- 0 and/or designs furnished to the truss designer by the client and the correctness oraccuracy SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 28- 8- 0 12) 28- 4- 5 of this information as It may relate to a spe- MAX LIVE LOAD DEFLECTION t Support 1 1015# - - - -MAX. REACTIONS PER BEARING LOCATION- - - - - cNcproJectandacceptsnorespotuibWtyor L/977 at JOINT # 5 Support 2 956# X-Loc Vert Horiz Uplift Y-Loc Type exercise no control with regard to fabrics- L=_0.47" D=-0.49" T=-0.97" 0- 4- 0 1360 -135 -1015 BOT PIN llon.handling. strussshipment been installation of trusses. This truss has been designed as on MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE... CSI ..BC... FORCE... CSI 39- 8- 0 1360 0 -956 BOT H-ROLL Individual building component In accordance with T= 0.59" 1- 2 -3463 0.83 16- 0 2052 0.52 ANSI/TPI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3491 0.64 0-15 3046 0.90 as part of the building design by a Building T- 0.29" 3- 4 -3643 0.56 15-14 3447 0.76 Designer (registered archllect or professional 4- 5 -4159 0.85 14-13 3308 0.79 engineer). When reviewed for approval by the RMB v 1.15 5- 6 -4159 0.85 13-12 3308 0.79 building designer. the design loadings shown must be checked to be sure that the data shown 6- 7 -3643 0.55 12-11 3448 0.76 are In agreement with the local building codes. 7- 8 - 3492 0.64 11- 0 3046 0.90 local climatic records for wind or snow bads, 8- 9 -3463 0.79 0-10 2052 0.52 protect specifications or special applied Inds Unless shown, tntss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conllnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in lenslon are not July braced laterally by a property applied rigid telling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanited steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to mtiuu o continuing responsibility for such ver- fiallon Any discrepancies are to be put In writing before culling or fabrication. Plates shag not be tmtagcd over knotholes. knots or distorted gam. Members shag be cut for tight fitting wood to wood bearing Con- nector plates shag be located on both faces of the teas with alb fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5A plate is 5- wide x 4- long. A Cull plate Is 6 wife 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 are minlmwn sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Thb truss is not to be fabdcsled with fire retardant treated lumber unless olherwbe shown. For additional Information on Quality Control refer to ANSI/'TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with"Handling Installing A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to ovoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing 1s always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to .,old mtoppling and doinoing. The supervision of erection of I-,,- shall be under the control of persons t perenced lot the Installation of trusses. Professional advice shall be sought If needed. Concentmtlon of construction Inds greater thou the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed T 114-0 k 174-0 k 114-0 Ilk l 2 3 5 7 8 9 Q 5X8 6X8 5X8 600_1 -"- 3x4 3Xi"- 0-8-0 3.00 I I 3.00 6-2-6 0-6-6 T7� 1 080 10-11-11 k16-8-10 k10-11-11 I I 11 15 14 13 1 11 0 1360N 8.00" 1360# 8.00" 0-10-8 10 40-0-0 D 100-10-8 (RO11-12) I (RI 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.1605 WAKNIN(i: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNGt 4005 MARONDA WAY gNis erection bracing, wind bracing, portal bmcing or similar bracing SANFORD. FL. 32771 which is a port of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Ls for lateral support of truss members only to reduce buckling length. Prwbloa must be 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 TPII LICENSE #0050068 frrvoo Plate lmutule. TPI, is $pled at 593 D'Onofilo Drive. Madison, Wisconsin 53719). 1005 vANNFSSA DROVIEDO.Fi-32766 Eng. Job: WO: ARLK Dµ'g: Truss ID: D Dsgnr: TLY C": Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31350- Daign: Mmnr Aafyrir JOB PATH: C:tTEE-LOKVOBSLIRLK HCS: 0820.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK . WE: TI: D1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLrod per ASCE 7-98, C&C, V. 125Biph, _________=====Joint Locations===... =..... - This design is for an Individual building 2x4 SP #1 D 2,3 H= 15.0 ft, I= 1.00, E1tp.Cat. B, Rzt= 1.0 1) 0- 0- 0 7) 32- 5- 5 13) 20- 0- 0 component and has been based an information BOT CHORDS: 2x4 SP #2 Bld Type. Encl L. 58.0 ft W= 40.0 ft Trues 2) 3- 9- 5 8) 36- 2-11 14) 11- 7-11 provided by the client. The designer dbelalrtu 2x4 SP #1 D 1,4 in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 3) 7- 6-11 9) 40- 0- 0 15) 5- 8- 0 anyresponslbWty for damages maresult of bully or Incorrect irdortnatlon, specificationsWEBS: 2x4 SP #3 Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 and/or designs furnished to the truss designer 2x4 SP #2 5,7 5) 20- 0- 0 11) 34 - 4- 0 by the client and the correctness or accuracy SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 28- 8- 0 12) 28- 4- 5 of Ihb Information as It may relate to spe- MAX LIVE LOAD DEFLECTION: Support 1 1015# ----MAX. REACTIONS PER BEARING LOCATION----- clfic project and accepts no responsibility or L/977 at JOINT # 5 Support 2 956# X-Loc Vert Horiz Uplift Y-Loc Type esercbes no control with regard to fabrim- lion, handling. shipment and tnsallauon of L=-0.47" D=-0.49" T=-0.97" 0- 4- 0 1360 -135 -1015 HOT PIN trusses This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -956 BOT H-ROLL lndlvidual building component in accordance with T= 0. 59" 1- 2 -3463 0.83 16- 0 2052 0.52 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3491 0.64 0-15 3046 0.90 as par of the building design by Building T. 0.29" 3- 4 -3643 0.56 15-14 3447 0.76 Dmlgner (registered architect or professional 4- 5 -4159 0.85 19-13 3308 0.79 engineerl. When reviewed for approval by the building designer. the design loadings shown RMB = 1.15 5- 6 -4159 0.85 13-12 3308 0.79 must be checked to be sure that the data shown 6- 7 -3643 0.55 12-11 3448 0.76 are In agreement with the local building codes. 7- 8 -3492 0.64 11- 0 3046 0.90 loco I climatic records for wind or snow loads. 8- 9 -3463 0.79 0-10 2052 0.52 project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy Inds. The design amumes compression chords hop 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 ce8ing. they should be braced at ■ maximum spacing of 10'4r o c. Connector poles sha8 be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a conUnuag responsibility for such veri- ficallon. Any discrepancies arc to be put In writ big before cutting or fabrcaeon Plates shall not be tratallW over knotholes. lutots or distorted grain. Members sha8 be cut for tight fitlag wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully lmbedded and sha8 be sym. about the joint unless otherwise shown. A 5x4l plate Is 5' wide x 1' long A 8x8 plate is (r wide x 8' long Slots Iholo) run parallel to the plate length specified. Double cuts on web members sha8 meet at the centscid of the webs unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erecUion stresses. This truss V not to be Iabricoled with fire retardant treated Imniber unless otherwise shown For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommenda0ons are to be followed In accordance with "Handling Insa[thig & 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 lnrsses a ■ straight anos d plumb p- IIIon and for resisting lateral forces sha8 be designed and InsaBed by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during baallation between trusses to avoid toppling and supervision The superlon of erection of trusses shall be under the control of persona experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design Inds shall not be applied to !susses at any time No loads other than the wetghl of the erectors sha8 be applied to trusses until after all fastening and bracing Is completed. 6-5-3 0-66-6 T71 1 114-0 k 174-0 k114-0 Ilk 1 2 3 5 7 8 9 6.00 5X8 6X8 5X8 3XI'� 10-83.64-1 -al _ Q -LM X 6-2-6 0-6-6 T7� I 00-8 10-11-11 16-8-10 10-11-11 I 12 15 14 l3 1 11 I 0 1360N 8.00" 1360N 8.00" 0-10-8 1. 40-0-0 00-10-8 Cd�ArTES (24) 2X4 (R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: D1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLv cliff: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bmcing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bmcing TC Dead 7.0 psf DurFac - Pit: 1.25 SA N FORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing is for lateral of truss a buckling length. Provisions BC Live 0.0 f O.C.$ stirs 24.Ori Spacing: (407) 321-0064 Fax (407) 321-3913 shown support members on reduce must be made to anchor lateral at ends and specified IocaUons determined by the building designer. BC Dead 10.0 Design Criteria: TPI 9 TOMAS PONCE P.E. Additional bracing of the overall structure my be required. (See HIB-91 of TPI). psf Code Desc: FLA LICENSE #0050068 ffrrss Plate Institute. TPI. is located at 593 D'Cnofrlo Drive. Madison. wlsc stn 53719). IOoa vANNESBA DR.OVIEDOXI.32769 TOTAL 33.0 psf V:09.05.02- 31351- Design: Afaim Analysis JOB PAT11 • C:ITEE-LOKVOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: E ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C4C, V. 125niph, veeeeeveeeeee=Joint Locations.= This design is for an Individual building BOT CHORDS: 2x4 SP #1 D H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 1) 0- 0- 0 7) 31- 6-11 component and has been based on Information 2x4 SP #2 2 Bld Type- Encl Le, 58.0 ft W. 40.0 ft Truss 2) 4- 2-11 8) 35- 9- 5 14) 12-11-11 provided by the client. The designer diselalms WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 3) 8- 5- 5 9) 40- 0- 0 15) 6- 4- 0 any responsibility for damages as■result of 2x4 SP #2 5,7 Impact Resistant Covering and/or Glazing Req 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 faulty or incorrect Information. specifications SLIDERS: 4 SP #2 2X 5) 20- 0- 0 11) 33- 8- 0 and/or designs furnished to the truss designer by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 27- 4- 0 12) 27- 0- 5 Of this information as it may relate to a spe- L/999 Support 1 981# ----MAX. REACTIONS PER BEARING LOCATION----- cNcproJectandacceptsnoroponsibWtyor Lo-0.46" D--0.48" Te-0.94" Support 2 1005# X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabmca- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 71 -981 BOT PIN shipment f lionles T. 0.61" ..TC... FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -1005 BOT H-ROLL Tlng. strusshasbeenWullation edas trusses This truss has been designed d an hndNldual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3582 0.87 16- 0 2071 0.52 ANSI/TPI I-1995and NDS-97tobeIncorporated T- 0.30" 2- 3 -3564 0.65 0-15 3169 0.94 . " part of the building design by a Building 3- 4 -3525 0.60 15-14 3440 0.75 Designer (registered architect or professional RMB a 1.15 4- 5 -3726 0.74 14-13 3189 0.73 engineer). When reviewed for approval by the 5- 6 -3726 0.74 13-12 3189 0.73 building designer. the design loadings shown must be checked to be sure that the data shown 6- 7 -3525 0.62 12-11 3441 0.75 are In agreement with the local building codes. 7- 8 -3564 0.65 11- 0 3169 0.94 local climatic records for wind or snow loads. 8- 9 -3582 0.88 0-10 2071 0.52 pspecificationsJecl specifications or special applied loads. unless shown. truss has not been designed for storage or occupancy lands. The design assumes compression chords (top or botloml are conanu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied r4pd ceiling. they should be braced at o maxbnum spacing of 10'4- o c. Connector plates shall be manufactured from 20 gauge hot dipped gaKuntzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plain shag not be installed over knotholes. knots or 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 nnils fully Imbedded and shall be sym. about the Jotnl unless otherwise shown A Sx4 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 mntmtd of the webs unless otherwise shown. Connector piste sizes ■re mintmum sizes based an the forces shown ■nd may need to be increased for certain hand- ling and/car erection strwes This truss is not to be fabricated with fire retardant (rated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES A8 bracing and ercollun recommendations nm to be followed in accordance with -Handling Installing d 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 trusses in a straight and plumb pcs- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahaa),S required. Normal precautionary action for trusses requires such lmpomry bracing during bula9ation between trusses to avoid toppWg and dominobng. The supervision of erectlon of truss. shall be under the control of persons experienced in the Installation of truss. PmfnslonaI advice shall be sought If needed Concentration of construction lads grater than the design bads shall not be applied to trusses at any time. No lands other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 12-8-0 14-8-0 12-8-0 1 2 3 5 7 8 9 6.00 74-3 0-6-6 T7� 1 5X8 2X4 5X8 Q 3X4 6-10-6 0-6-6 3.00 IOU 0-8-0 _ I I_ �� J I_ 0-8-0 1 12-3-11 14-0-10 12-3-11 11 Il IS 14 13 1 10, 1360# 8.00" 1360# 8.00" o-10-s _ i 40-0-0 J 0`a 10-8 j (RO-I1-12)�j (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARILK Truss ID: E Maronda System i CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psr DurFac - Pit: 1.25 SANF-ORD. FL 32771 which is a par of the building design and which must be considered by the building designer Bracing BC Live o.o f O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 P sr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (See HIB-91 of TPI). Code Desc: FLA LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719) TOTAL 33.0 V:09.05 02- 31352- 1005 VANNFSSA DN.OVIEDO.FL32766 I psf I ( Design- MatrLi Artafyiit JOB PATH: CATEE-LOKVOBSVIRLK HCS. GS.zu.VE I I JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: E1 QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mull 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 -raises no control with regard to fabrics - lion. handling. shipment and Wtagatlon 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 pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied lads. Unless shown. truss has not been designed for storage or occupancy Imds 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 latently by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o c. Connector plates shall be manufactured from 20 gauge hot dipped golwnlzed steel meeting ASFM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to veiny that this drawing is in conformanm with the fabricator's plans and to realize a continuing responsibility for such verl- ficallon Any discrepancies arc to be put in wiling before culling or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tlglot fitting wood to wood baring Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x a' long A tixff plate is B- wide x B' long Slots (holes) run parallel to the plate length specified. Double cuts on web memben shall meet at the centrold of the webs unless otherwise shown Connector plate sons are mbntmum sizes based on the fortes shown and may need to be increased for certain hand- ling and/or erection stresses This thus b not to be faba rtled with fire retardant treated lumber unless otherwise shown. For additional information on Quagly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recornmendatlons art to be followed in accordance with'Handling InstaWng ✓! Bracing-. 11I11-91. Trusses we 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. Ilion and for misting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and creel Ion bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between busses to avoid toppWg and damtnoing. The supervision of erection o! bosses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction lads greater than the design (cods shag not be applied to trusses at any time No loads other than the welglu 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 #1 D 2x4 SP #2 2 WEBS: 2x4 SP #3 2x4 SP #2 5,7 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.94" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.30" RMB = 1.15 74-3 0-6-6 WndLod per ASCE 7-98, C&C, Ve 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 981# Support 2 1005# .TC ... FORCE ... CSI 1- 2 -3582 0.87 2- 3 -3564 0.65 3- 4 -3525 0.60 4- 5 -3726 0.74 5- 6 -3726 0.74 6- 7 -3525 0.62 7- 8 -3564 0.65 8- 9 -3582 0.88 ..BC ... FORCE ... CSI 16- 0 2071 0.52 0-15 3169 0.94 15-14 3440 0.75 14-13 3189 0.73 13-12 3189 0.73 12-11 3441 0.75 11- 0 3169 0.94 0-10 2071 0.52 ...... ====e===Joint Locations --------------- 1) 0- 0- 0 7) 31- 6-11 13) 20- 0- 0 2) 4- 2-11 8) 35- 9- 5 14) 12-11-11 3) 8- 5- 5 9) 40- 0- 0 15) 6- 4- 0 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 8- 0 6) 27- 4- 0 12) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 71 -981 BOT PIN 39- 8- 0 1360 0 -1005 BOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 3 5 7 8 9 5X8 2X4 5X8 MOP -� 0 3.00 3X4 6-10-6 0-6-6 T7� I 12-3-11 k 14-0-10 12-3-11 11 15 14 13 10, 1360# 8.00" 1360// 8.00" 0 10-8 40-0-0 � 0� 10-8 CdMATES (12) 2X4 (110-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321.0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or sbnllar 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 location 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'Onofto Drive. Madison. Wisconsin 53719). Eng. Job: WO: ARLK Dwg: Truss ID: E1 Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-n9 n5 n9- 31353- ' Design. Matrix Analysis JOB PATH: C:ITEE-LOKUOB5VIRLK HLJ: UB.1U.Ue JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARL'K WE: TI: F ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, ________===.==Joint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #1 D H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0- 0 7) 30- 8- 0 13) 20- 0- 0 component and has been based on Information 2x4 SP #2 2 Bld Type= Enel L. 58.0 ft W. 40.0 ft Truss 2) 4- 8- 0 8) 35- 4- 0 14) 14- 3-11 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9- 4- 0 9) 40- 0- 0 15) 7- 0- 0 any responsibWly for damages as a result of 2x4 SP #2 5,7 Impact Resistant Covering and/or Glazing Req 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 faulty or incorrect Information. specifications SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 33- 0- 0 and/or designs furnished to the truss designer by the client and the correctness oraccimacy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 26- 0- 0 12) 25- 8- 5 of this information as it mny relate to a spe- L/999 Support 1 979# ----MAX. REACTIONS PER BEARING LOCATION----- clflcproJeclandacceptsnoresponslbWtyor L=-0.45" D=-0.47" T=-0.91" Support 2 1002# X-toe Vert Horiz Uplift Y-Loc Type -raises no control with regard to fabrtm- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 74 -979 BOT PIN )ton. Wgshipment of T= 0.62" ..TC...FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -1002 BOT H-ROLL shasbeenWtaneda trusses. This iota has been designed as an sses. Individual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3680 0.90 16- 0 2070 0.50 ANSI/TPI I-1995and NDS-97tobeincorporated T. 0.31" 2- 3 -3614 0.67 0-15 3270 0.96 ns part of the building design by o Building 3- 4 -3396 0.63 15-14 3417 0.74 Designerlregblered architect or professional RMB = 1.15 4- 5 -3373 0.60 14-13 3062 0.69 engineer). When reviewed for approval by the 5- 6 -3373 0.60 13-12 3061 0.69 bulldingdesigner. the design landings shown must be checked to be sure that the data shown 6- 7 -3396 0.65 12-11 3416 0.74 are in agreement with the local building codes, 7- 8 -3614 0.67 11- 0 3270 0.96 local climatic records for wind or snow loads. 8- 9 -3679 0.91 0-10 2070 0.50 project specification or special applied bads. unless shown, truss has not been designed for storage or occupancy loads. The deslga assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-(Y- o e Connector Plato shall be manufactured from 20 gouge hot dipped galvanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewthis drawing to verify that this drawing is in confomnmice with the fabricators plans and to reallae a continuing responsibility for such veri- Nollon. Any discrepancies are to be put in writing before cutting or fabrication. Play shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector pL+t- shall be located an both fain of the truss with nags fully imbedded and shall be syrn about the joint unless otherwise shown. A 5s4 plate is 5- wile x 4- long. A 6x8 plate is B' wide x 8- tong. Slots (holes) run parallel to the plate length specified Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum Stites based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses Thts truss isnot to be fabricated with fire retardant treated lumber unless otherwise shown. Far additional inman on Quality Control re funallfer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations ate to be followed In accordance with -Handling InsaWng a Brietnj. 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- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal preenulionary, action for trusses requires such temporary bracing during bistallallon between trusses to avoid toppling and doininoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses.Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No lands other than the weight of the erector shall be applied 10 trusses until after all fastening and bracing I, completed 14-0-0 12-0-0 14-0-0 1 2 3 5 7 8 9 5X8 2X4 5X8 7-9-3 0-6-6 0 7-6-6 0-6-6 3.00 1 1 3.00 0-8-0 _I I_ 13-7-11 114-10 13-7-11 11 15 14 l3 1 11 0 1360# 8.00" 1360# 8.00" 00-10-8-8 0� 40-0-0 -I Of o (RO-11-12) I (110-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: F Imaronda S stems y CONTRACTOR. Dsgnr: TLY Clik: Date: 10-27-03 TC Live 16.0 psr DurFae - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bracing shown an this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be constdered by the building designer. Bracing BC Live 0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of lru s members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Psr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (See HIB-91 of TPI) Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI. Is looted at 583 Donofrio Dime. Madison. Wisconsin 5371g). TOTAL 33.0 V•09 05 02- 31354- 1 1005 VANNFSSA Dwil"F O.FI-MIYAB psr Detign: Matrix Analytic JOB PATH: C.ITEE-LOXVOBSVRLX HCS: 08.2002 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: F1 ATY:1 DESIGN INFORMATION TOP CHORDSt 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125nph, ....... ===m.=-joint Locations===== ... _______ This design Is for an indMdual building BOT CHORDS: 2x4 SP #1 D Hat15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 30- 8- 0 13) 20- 0- 0 component and has been based on lnfornallon 2x4 SP #2 2 Bld Type= ERel L= 58.0 ft W= 40.0 ft Truss 2) 4- 8- 0 8) 35- 4- 0 14) 14- 3-11 pmoaded by 'heclient. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, p BCDL= 6.0 psf 3) - 4- 0 9) 40- 0- 0 1) 7- 0- 0 any responsibility for damages as a result of SP #2 5,7 Iatpact Resistant Covering and/or Glazing Ret:L 4) 144- 0- 0 10) 90- 0- 0 16) 0- 0- 0 faulty or Incorrect Information. spec ifications2x4 and/or designs furnished to the truss designer SLIDERS: 2x4 SP #2 5) 20- 0- 0 11) 33- 0- 0 by the client and the mrreclness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 26- 0- 0 12) 25- 8- 5 Of this Information rut it may relate to a spe- L/999 Support 1 979# ----MAX. REACTIONS PER BEARING LOCATION----- clficprojeetandacceptsnoresponslbWtyor L=-0.45" D=-0.47" T=-0.91" Support 2 1002# X-Loc Vert Horiz Uplift Y-Loc Type eierelses no control with regard to fabrtm- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 74 -979 BOT PIN Lion. handling. shipment and Installation of trusses This truss has b"n designed as an T. 0.62" ..TC... FORCE...CSI ..BC... FORCE ... CSI 39- 8- 0 1360 0 -1002 BOT H-ROLL InclMdual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3680 0.90 16- 0 2070 0.50 ANSI/TPI 1.1995 and NDS-97 to be tncorporated T= 0.31" 2- 3 -3614 0.67 0-15 3270 0.96 as pan of Lite building design by a Building 3- 4 -3396 0.63 15-14 3417 0.74 Designer (registered architect or professional RMB o 1.15 4- 5 -3373 0.60 14-13 3062 0.69 engineer) When rMewedfor approwlbythe building designer. the design loadings shown 5- 6 -3373 0.60 13-12 3061 0.69 must be checked to be sure that the data shown 6- 7 -3396 0.65 12-11 3416 0.74 are in agreement with the local building codes. 7- 8 - 3614 0.67 11- 0 3270 0.96 local climatic records for wind or snow loads. 8- 9 -3679 0.91 0-10 2070 0.50 project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properiy applied rigid ceiling. they should be braced at a maxanum spacing of 10'-0- o e. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabnulor shall review this drawing to verily that this drawbng is In conformance with the labrimlors plans and to rwlim a continuing responsibility for such veri. flmlion. Any dhcrepancles are to be put in Writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting mood to wood bearfng. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless olhervdse shown. A 5x4 plate is 5' wide x a' long. A 6x8 plate s 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes ore minimum sizes based on the fore" shown arnd may need to be increased for certain hand. Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to W be followed in accordance with I%talhng & Bracing'. HIB-91. Trusses are to be handled with particular tare during banding and bundling. delivery and installation to awld damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- It1on and for resisting lateral fore" 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 domtnomg. The supervision of erecllon of ss trues shall be under the control of persons c,rperlenced In the installation of trusses. Professional advice shag be sought if needed. Concentration of cumtrelion loads greater than lire design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appiled to trusses until after ail fastening and bracing is completed. 7-9-3 0-6-6 T7� I 14-0-0 k 12-0-0 14-0-0 11, Ilk 1 2 3 14 7 8 9 0 5X8 2X4 5X8 6.00 5X6 3x4 sx4 JA" 5X6 7-6-6 0-6-6 TT� I kf- 13 �I 3 00 08 13-7-11 114-10 13-7-11 I l 15 14 13 112 11 t 0 1360# 8.00" 1360# 8.00" 0.10-8 40-0-0 �O-LO�-8 Cd I��ATES (12) 2X4 (RI 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK ()Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psr DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this dmwing is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which s a put of the building design and which must be considered by the building designer. Bracing for lateral BC Live 0.0 psr O.C.Spacing: 24.0" (407) 321.0064 Fax (407) 321-3913 shown is support of I- members only to reduce buckling length. Provisions must be grade to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead (0.0 f Design Criteria: TPI ia: TOMAS PONCE P.E. Additional bracing of the overa8 structure may be required. IS" HIB-91 of TPII. Code Des FLA LICENSE #0050068 1005 VANNESSA oROVIeDO Ft.32768 frruss Plate Institute. TPI, is located at 583 D'Onafrio Drtve. Madison. Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 31355- f Design: Afmrit Analysis JOB PATH: C.ITEE-LOKUOBSIARLK HCS- 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: G 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125h, ll� ... _...... ====joint Locations .......... _____ individual design is for an inddual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 24- 8- 0 11) 32- 2- 3 component and has been based on information 2x4 SP #1 D 1,5 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss 2) 5- 1- 5 7) 29- 9- 5 12)-24- 4- 5 provided by the client. The designer disclains WEBS- 2x4 SP #3 in INT zone, TCDL- 4.2 2 psf, BCDL= 6. 0 any responsibility for damages as a result of p psf 3) 10- 2-10 8) 34-10-10 14) 15- 7-11 faulty or Incorrect information.specifications SLIDERS: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 4- 0 9) 40- 0- 0 14) 7- 9-14 and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 by the client and -the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- ofthislnfornationasitmay relate to a spe- L=-0.46" D=-0.47" T=-0.93" Support 1 976# X-Loc Vert Horiz Uplift Y-Loc Type cNc project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 999# 0- 4- 0 1360 77 -976 BOT PIN exercises no central with regard to fabriea- T= O . 66" lion, handling. shipment and bstallation of 39- 8- 0 1360 0 -999 BOT H-ROLL trusses. 7histruss has been designed asan MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC... FORCE...CSI ..BC...FORCE... CSI Individual building component in accordance with T- 0.32" 1- 2 -3763 0.94 15- 0 2065 0.50 ANSI/TP11-1995and NDS-97to be incorporated 2- 3 -3649 0.72 0-14 3357 0.96 ns part of the building design by a Building RMB - 1.15 96 Designer (registered architect or professional 3- 4 -3265 0.14-130. engineer). When reviewed for approval by the 4- 5 -2944 0.51 13-12 3062 62 0.75 building designer. the design loadings shown 5- 6 -2944 0.51 12-11 3380 0.96 must be checked to be sure that the dala shown 5- 7 -3265 0.67 11- 0 3357 0.96 are in agreement with the last building codes. 7- 8 -3649 0.72 0-10 2064 0.50 local climatic records for wind or snow loads. 8- 9 -3763 0.95 project specifications or apeeml applied toads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally, by a properly applied rigid ceiling. they should be braced at ■ mnxbnum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crude 40. unless otherwise shown. 154-0 94-0 154-0 FABRICATION NOTES t 2 3 5 7 S 9 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In 6 -6- conformance with the fabricator's plans and to '00 reallze a continuing responsibility for such veri- 4X6 3X4 4X6 flcation. Any dsn crepacle3 are to be put In _ writing before culling or fabrication Plato shall no be Installed over knotholes. knots or distorted gam. Members shall be cut for tight nitlng wood to wood beartng. Can- 3X4 3X4 nector plates shag be located on both fain or the truss with nalb fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x1 plate is 5' wide x 1' long. A 0x8 plate Is 6' 8-5-3 6X8 8-2-6 wide x 8- long Slots (holes) run parallel to 6X8 the plate length specified. Double cuts on web 6X 12 6X 12 members shag meet at the eentrold of the webs unless otherwise shown. Connector plate sizes 0-6-6 are minimwn sizes based on the forces shown 0-6-6 and may need to be increased for certain hand- 1 6X8 6X8 Ling and/or erecUon stresses. This truss is not 1 3X4 to be fabricated with fire retardant treated 3X4 lumber unless otherwise shown. For additional 5X6 3-8-15 3X4 information on Quality Central refer to 5X6 ANSI/TPI 1-1995 3.00 Imo_ 080 _� I_ 1 1 08.0 PRECAUTIONARY NOTES � -�- Ali bracing and erection recommendations are to be follnnvcd in accordance wilh'Handling 14-11-11 8-8-10 14-11-11 ItstaWng & Bracing'. HIB-91 Trusses are to I 1 be handled with particular care during bonding L 14 113 1 11 0 and bundling. delivery and WtallatIon to avoid 1360# 8.00" n damage. Temporary and permanent bracing 0-1 1360N 8.00 for holding trusses in a straight and plumb pos- f� 40-0-0 0-10-8 Itton and for resisting lateral forces shag be (RO-11-12) I designed and Installed by others. Careful hand- ling is essential and erection bracing is allays EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 required. Norval precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. g WO: ARLK Installation between trusses to avoid toppling Eng. Job: ■cad ds.hal b under the sion trol aerectiam ar A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g trusses shall b<°cadet the contra( of persons Maronda Systems DW � Truss ID: G experienced in the tnsWlation of Insses. Dsg1V: TLY Cbk: Date: 10-27-03 Professional advice shall be sought.1 needed. CONTRACTOR. Concentration of construction loads greater BRACING WARNING: TIC Live 16.0 psr DurFae - Lbr: 1.25 than the design loads shag not be applied to 4005 MARONDA WAY trusses at any time. No loads other than the Bracing shown a .This drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 ..eight of the erectors .toad be applied to SAN FORD, FL. 32771 which is pan of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 2 A.On trusses until after ail fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psI` 10 g. Y is cornnpleed, made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead IO.O r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. ISec HIB-91 of TPI) Ps Code Dese: FLA LICENSE #0050068 ffruss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wlseonsin 53719). 1005 VANNESSA DR.OMEDOX1.32766 TOTAL 33.0 PSI` V:09.05.02- 31356- 10 Detign: Mmrix Anafytis JOB PATH. CATEE-LOKVOBSURLK HCS: 0810 02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: G1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V- 125mph, e=ooe°....=.00joint Locations ...=veoovoo - ThisdesignisforanlndMdualbuilding BOT CHORDS: 2x4 SP #2 H- 15.0 ft. I- 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 24- 8- 0 11) 32- 2- 3 component and has been based on Inforratlon 2x4 SP #1 D 1, 5 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss 2) 5- 1- 5 7) 29- 9- 5 12) 24- 4- 5 provided by the client. The designer disclaim WEBS: 2x4 SP #3 in INT zone, .2 psf, BCDL- 6.0 anymsponslbWty for damages - - result of TCDL- 4p psf 3) 10- 2-18) 34-10-11) 15- 7-1 faulty or irncorect inforrrsllon. specificationsSLIDERS: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 4- 0 0 9) 40- 0- 0 0 14) 7- 9-14 and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 by the client and the correctrressoraccuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information is It may relate to spe- L=-0.46" D=-0.47" T=-0.93" Support 1 976# X-Loc Vert Horiz Uplift Y-LOc Type cinc project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 999# 0- 4- 0 1360 77 -976 BOT PIN e ereis- no control with regard to fabrica- tion. handling. shipment and m3tall2tion of 39- 8- 0 1360 0 -999 BOT H-ROLL truss- This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TV... FORCE... CSI ..BC... FORCE... CSI tndNldual building component in accordance with T= 0.32" 1- 2 -3763 0.94 15- 0 2065 0.50 ANSI/TPII-1995and NDS-97tobeincorporated 2- 3 -3649 0.72 0-14 3357 0.96 as part of the building design by a Building RMB a 1.15 96 Designer (registered architect or professional 3- 4 -3265 0.14-130. engbteed. When rvAc%cd for approval by the 4- 5 -2944 0.51 13-12 3062 62 0.75 building designer. the design loadings shown 5- 6 -2944 0.51 12-11 3380 0.96 must be checked to be sure that the data shown 6- 7 -3265 0.67 11- 0 3357 0.96 are in agreement with the loaf building codes. 7- 8 -3649 0.72 0-10 2064 0.50 local climatic records for wind or snow, loads. 8- 9 - 3763 0.95 project specifications or special applied Inds. Unless shown. toss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are conitnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng. they should be braced at a maxmrum spacing of la4r o.c. Connector plain shall be manufactured from 20 puge hot dipped g h ntzed steel meeting ASFM A 653. Grade 40. unless otherwise shown LS -0 9 4-0 15-4-0 17- FABRICATION NOTES t z 43 5 7 8 9 Prior to fabrication. the fabricator shall review _ 00 this drawing to verify that this drawing is In F-6 00 conformance with the fabrlcolors plans and to realize a conlmutng responslbWty for such verl- 4X6 3X4 6X8 Halton Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain Members shall be cut for tight filling wood to wood bearing. Con- 3X4 3X4 nector plates shall be located on both faces of the truss with natis fully imbedded and shall be sym about the joint unless otherwise shown. A T 5x4 plate is 5- wide x 4- long. A Bx8 plate is 6' wide x 6' long Slots (holes) run parallel to 8-5-3 6X8 6X8 8-2-6 the plate length specified. Double cuts on web 6X12 6X12 members shall meet at the centmld of the webs unless otherwise shown Connector plate sizes 0-6-6 are minimum sizes based on the forces shown 0-6-6 and may need to be increased for certain hand- 6X8 6X8 Wre Ling and/or erection stresses. This truss is not 1 to be fabrtnled with We retardant treated 3X4 m luber unless otherwise shown. For additional 16XBJ 3X4 3-8-15 Woroatlon on Quality Control refer to 3X4 13-1 of 3X416XSJ AN SI/TPI 1-IssS �1-3.0_ PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed inaccordance with 'Handling Installing A Bracing'. HIB-91. Truss- are to be handled with particular are during banding and bundling. delivery and Wtallalton to avoid darrage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others Careful hand- Eng is essential and erection bracing is alwvys required Normal precautionary action for trusses requires such temporary bracing during Irutn Nation between trusses to nvoid loppWg and dominoing. The supervision a(erecllon of trusses shall be under the control of persons upertenced 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 trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing is completed. 0-8-0 _ � � _ -�- I 10_g_p 14-I1-11 8-8-10 14-11-11 I11 14 13 112 11 0 1360# 8.00" 1360# 8.00" �1.ATES 40-0-0 0R� 108 CCS (12) 2X4 2) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: WO: ARLK IMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G1 y CONTRACTOR. BRACING WARNING: Dsgly: TLY Clilc: Date: 10-27-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bmcing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SA NFORD. FL. 32771 which is a par of the bulldmg design and which must be considered by the building designer. Bracing shown is for lateral truss buckling length. BC Live 0.0 r O.C. Spacing: 24.Or, (407) 321-0064 Fax (407) 321-3913 support of members only to reduce Provisions must be made to anchor lateral bmctng at ends and specified locations determined by the building designer. BC Dead ps 10.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TP11 P5 Code Desc: FLA LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onafro Drive. Madison. Wisconsin 53719). 1005 VANNEsSA DROVIEDO.F1.32788 TOTAL 33.0 psf V:09.05.02- 31357- 1 Design: Marne Analysis JOB PATH: C.ITEE-LOKVOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: H QTY:2 DESIGN INFORMATION TOP CHORDS- 2x4 SP 02 WndLod per ASCE 7-98, C&C, V= 125mph, ____...... ====joint Locations =====___ == This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 11 0- 0- 0 6) 28-10-11 11) 230= - 5 component and has been based on Information 2x4 SP #1 D 1,5 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss 2) 5- 6-11 7) 34- 5- 5 12) 16-11-11 provided by thectlent- Thedesignerdisclaims WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf 3) 11- 1- 5 8) 40- 0- 0 13) 8- 5-14 any responsibility for damages as a result or 2x4 SP #2 5 Impact Resistant Covering and/or Glazing Req 4) 16- 8- 0 9) 40- 0- 0 14) 0- 0- 0 faulty or incorrect information. specifications SLIDERS: 2X4 SP #2 and/or designs furnished to the lrussdesigner 5) 23- 4- 0 10) 31- 6- 3 by the client and the coreetneas or accuracy MAX LIVE LOAD DEFLECTIONt PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- OfIhis information as It may relate to a spe- L/999 Support 1 964# X-Loc Vert Horiz Uplift Y-Loc e cinc project and accepts no responsibility or L=-0.46" D=-0.47" T=-0.93" Support 2 988# 0- 4- 0 1360 44 -964 BOT PINp exerclees no control with regard to fabrica- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 39- 8- 0 1360 0 -988 BOT H-ROLL Lion. handling. shipment and Installation of vss 0 . 67 ^ trusses. This truhas been designed as an Te .. TC... FORCE ... CSI ..BC... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3823 0.98 14- 0 2059 0.51 ANSI/TPI I-1995and NDS-97tobeIncorporated T= 0.33" 2- 3 -3661 0.80 0-13 3419 0.96 a part of the building design by a Building 3- 4 -3122 0.65 13-12 3326 0.96 Designer (registered amhllect or professional RMB = 1.15 engtneeri. when reviewed for approval by the 4- 5 -2804 0.56 12-11 2801 0.65 building designer. the design loadings shown 5- 6 -3125 0.67 11-10 3326 0.96 must be checked to be sure that the data shown 6- 7 -3661 0.80 10- 0 3419 0.96 are in agreement with the local building codes. 7- 8 - 3823 0.98 0- 9 2059 0.51 local climatic records for wind or snow bads. project specifications or special applied loods. Unless shown, truss has not been designed for storage or occupancy loads The design assume 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 ceWng. they should be braced at ■ maximum spacing of 10'4- o.t. Connector plats shag be manufactured from 20 gauge hot dipped galvanized steel meeting AS"A A 653. Grade 40. unless otherwise shown. 16-8-0 6-8-0 16-8-0 FABRICATION NOTES 1 2 3 6 7 8 Prior to fabrication. the fabricator shall review 0 -- Q this drawing to verify that this drawing is in conformance with the fabricators plans and to 5X8 4X6 realize n conlinuing respomibWty, for such veri- flation Any discrepancies art to be put in writing before cutting or febrtation. Plat" shall not be installed over knotholes. knots or distorted grain. Members shag be cut 4X6 4X6 for tight fitting wood to wood bearing Can - nectar plates shall be located on both fain of the truss with rails fully imbedded and shall be syni. about lhejoinl unless otherwise shown. A 5a4 plate is 5- wide x 4- long. A 6x8 plate is 6• 9-1-3 6X8 6X8 8-10-6 wide x 8- long Slots tholes) run parallel to 6X12 the plate length specified Double cuts on web 6X 12 members shall meet at the centrold of the webs unless alher-tse shown. Connector plate stz" 0_6-6 0-6-6 are minimum stz" based on the forces shown 6X8 and may need to be increased for certain hand - [big and/or erection shines This truss Is not to be fabricated with fire retardant treated 3X4 3X4 3X4 lumber unless otherwise shown. For additional I6X81 4-0-15 16X81 Information on guallty Control refer to ANSI /TPI 1-1995 3X4 3.00 IL3.OU 080 _I I_080 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with 'Handling 16-3-11 6-0-10 16-3-11 Indswing a Bracing-. HIB-91. Trusses are to I I be handled with particular care during banding 1 13 112 10 9 and bundling, delivery and Installation to avoid 1360N 8.00" damage. Temporary and permanent bracing 0-10-8 13611/ 8.00" for holding truss" in o straight and plumb pm-- 40-0-0 0- L to-S _ Ilion and for rnbling lateral ports shall be (RO-11-12) designed one installed by others. Careful Iona- (RO-11-12) Ong is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 required. Normal precautionary action for trusses requtres such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. g WO: ARLK Installation between trusses to avoid toppling En .Job: and do-trobig. The supervision °!"«Lion °! A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H lrussca shall be under the control of persons rMaronda Systems experenced in the WlaOation of trusses. Dsgnr: TLY CIA: Date: 10-27-03 Professional advice shall be sought d needed. CONTRACTOR. concentration ofconstruction leads Vvater BRACING WARNING: TIC Live 16.0 psf DurFae - Lbr: 1.25 than the d"Igrt Inds shall not the, , t applied l0 4005 MARONDA WAY DurFae - Pit: 1.25 truss" at any time. No hods other than the crating shown on this drawing b not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 p5r weight o1 the erectors shall be applied to SA N FORD, FL. 32771 which isapart of the building design and which must be considered by the building designer Bracing trusses until after n0 fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown isfor Lateral support of truss members only to reduce buckling length Provisions must be BC Live 0.0 p5r O.C. Spacing: 24.0" is completed. made to anchor lateral bracing at ends and specified locations determtned by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the merau structure maybe required. (See H1B-91 of TPI). Code D@$c: FLA LICENSE #0050068 frrtss Plate Institute. TPI. is bated at 583 D'Onofrto Drive. Madison. Wtsmmtn 537191. 1005 VANNESSA OaOVIEDOXI-32766 TOTAL 33.0 paf V:0 05.02- 31358- 12 Design: Afarrix Anahsir JOB PAT71: C.ITEE•LOKUOBSIARLK HCS: 08.20.02 I I I JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: I ATY:I DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of r faulty or Incorrect tnfonatlon, specifications and/or designs furnished to the true designer by the client and the correctness or accuracy of this Irdorroallon a It may relate to a spe- c61c project and accepts no responsibility or exercises no control with regard to fabrim- lion, handling, shipment and Installation of trusses. This truss has been designed as an indlvidunI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are In agreement with the 1=1 building codes. local climatic records for wind or snow loads. project spec0lcallons or special applied loads. Unless shown. truss has not been designed for storage or occupancy lands. The design assumes mmpresslon chords (top or bottom) are conlinu- ously braced by sheathing unless otherwise specified. Where bottom chords hi tension ore not fully braced laterally by a properly applied rgtd ceding, they should be braced at ■ ruminium spacing of 10'-(r o c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing la In cordommnce with the fabricators plans and to realize a continuing responsibility for such ver- Amtlon. Any discrepancies are to be put in writing before culling or fabrication Plates shall not be Wtallcd - knotholes. knot. or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates sho6 be located on both faces of the truss with nails fully imbedded and shall be eyries. about the Joint unless otherwise shown A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force shown and may need to be increased for certain hand- Bng and/or erection stresses. This truss is not to be fabricated with fire retardant tinted lumber unless otherwise shown. For additional Informaton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling .aging a Bracing'. HIB-91 Trusses are to be handled with particular Care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling la essential and ermLion bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominohig. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses Prufesstonal advice shag be sought If needed. Concentration of Construction hods greater than the d-W, bads shag not be opplled to trusses at any Ume. No lands other than the weight of the erector shall be applied to trusses until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1,5 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,5 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.93" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.68" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.33" RMB = 1.15 9-5-11 0-6-6 WndLod per ASCE 7-98, C&C, V- 125rrph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 978# ..TC...FORCE ... CSI 1- 2 -3846 0.88 2- 3 -3661 0.82 3- 4 -3019 0.67 4- 5 -2729 0.51 5- 6 -3021 0.69 6- 7 -3660 0.82 7- 8 -3846 0.88 ..BC ... FORCE...CSI 14- 0 2060 0.51 0-13 3445 0.95 13-12 3295 0.96 12-11 2726 0.64 11-10 3296 0.95 10- 0 3445 0.95 0- 9 2060 0.51 =_= _... ====Joint Locations=====_== ... =... 1) 0- 0- 0 6) 28- 4-11 11) 22- 2- 0 2) 5- 9-11 7) 34- 2- 5 12) 17-10- 0 3) 11- 7- 5 8) 40- 0- 0 13) 8-11- 0 4) 17- 5- 0 9) 40- 0- 0 14) 0- 0- 0 5) 22- 7- 0 10) 31- 1- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1359 44 -954 BOT PIN 39- 8- 0 1359 0 -978 BOT H-ROLL 17-5-0 5-2-0 17-5-0 1 2 3 6 7 8 0 5X8 4X6 -6 00 [6X81 _ 14-.7_5 .r � 16X81 9-2-14 0-6-6 4 3.00 1L 3•00 00-8 17-2-0 441-0 17-2-0 I 1 13 I 11 10 9I 1360# 8.00" 1360# 8.00" �0-10-8 J1.. 40-0-0 0-10-8 (RO-11.12) I (112) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 �Laronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: I y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing show„ on this dmwtng Is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 Psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a par of the budding design and which must be considered by the budding dnigner. Bracing Is for lateral BC Live 0.0 � f O.C. Spacing: 24.0rr (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to ed reduce buckling length Pravlalons must be made to anchor lateral bmcing at ends and specified locations determined by the budding designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. ati Additional bmetng of the Overall ucture may be required (See HIB-91 of TPI). Ps Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.F1.32766 TOTAL 33.0 psf V:09.05 02- 31359- t Destan• Afmru Analysis JOB PATH- C:ITEE-/OKVOBSURLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: J 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125cop, h --- ----- --------Joint Locations=--- .... ----- This design is for anlndMdualbuilding BOT CHORDS: 2x6 SP #2 H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 mmponentand hasbeen based aninformation WEBS: 2x4 SP #3 Bld Type- Enel L- 58.0 ft W- 14.3 ft Truss 2) 7- 4- 0 5) 13- 0- 0 provided by the ctl-L The designer declaims 2x4 SP #2 2 in INT zone, TCDL- 4.2 sf, BCDL- 6.0 3) 14- 9- 0 6) 7- 2- 4 any responslbWty for damages as a result of faulty or Incorrect Information, specifications WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazinf gReq and/or designs furnished to the truss designer MAXLIVE LOAD DEFLECTION: ------------ TOTAL DESIGN LOADS ------------ by the client and the cormctnw or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Uniform PLF From PLF To ofthisInformation asitmay relate toaspe- L--0.08" D- 0.03" T--0.05" Support 1 692# TC Vert L+D -46 -0-10- 8 -46 14- 4- 0 talc project and accepts no responslbWly, or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 603# BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 excrelses no control with regard to fabrica- lion, handling. shipment and Installation of T- 0 . 02" Concentrated LBS Location trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC...FORCE...CSI ..BC...FORCE... CSI BC Vert L+D -930 13- 0- 0 individual building component Inaccordance with T- 0.03" 1- 2 -792 0.37 7- 6 649 0.26 ----MAX. REACTIONS PER BEARING LOCATION----- ANSI/TPI 1-1995 and NDS-97 to be Incorporated 2- 3 -1539 0.48 6- 5 639 0.41 X-Loot Vert Horiz Uplift Y-Loc Type as pan of the building design by a Building RMB - 1.00 5- 4 1319 0.50 0- 4 - 0 608 12 -692 HOT PIN Designer (registered architect or professional engtneerl. when reviewed for approval by the 14- 2- 3 1307 0 -603 BOT H-ROLL building designer, the design kmdtnp shown must be checked to be sure that the data shown ore In ageemenl with the local budding codes. local climatic records for wind or snow Inds. pn f ect specifications or special applied Imds Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise 74-0 7-0-0 specified Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, Ihey should be braced at a 1 3 maximum spacing of 1 Or-O- o e. Connector plates shall be manufactured from 20 gauge hot �— 6.00 -6.00 dipped galvanlmd steel meeting ASfM A 1153. Grade 40. unless otherwise shown. 4X6 FABRICATION NOTES Prior to fabrication, the fabricator sholl review this drawtng to verify that this drawing Is In conformance with the fabrientoes plans and to realize o continuing responsibility for such veri- rtcatton. Any discrepancies are to be put In writing before cutting or fabrication. Plat. shall not be Installed over knotholes. luhots or dstorted gain. Members shn8 be cut for tight filling woad to wood bearing. Con- nector platm shall be located on both faces of the truss with nails fully imbedded and sh28 be syrn. about the joint unless otherwise shown. A 5x4 plate s 5- wide x 4- long. A BxB 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 cenlrotd of the webs unless otherwise shown Connector plate sizes are mmlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For sdditioml Information on Quality Control refer to ANSI /TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling I nstaWng A Bracing-. HIB-91. Trumes arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding troves In a straight and plumb pos. Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Wng is essential and erection bracing Is always required. Nomnal precautionary action for trumes requtres such temporary bracing during Installation between lasses to avoid toppling m and doihomg. The supervision of erection of trusses shall be under the control d penors experienced In the Installation of trusses Professional advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4-5-3 4-2-6 0-6-6 0-8-6 5X6 3X6 2X4 2X4 6X8 ' M L 14-4-0 �7 6 5 4 609# 8.00" 1308# 3.62" 0-1" 144-0 (RO-I1-12) 930# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSllTP1 1-1995 scale = 0.4405 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: J y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cldc: I Date: 10-27-03 TC Live 16.0 psf DurFOc - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown s for lateral support of truss to buckling length BC Live 0.0 r O.C.Spacing: 24.Ont p g (407) 321-0064 Fax (407) 321-3913 members on reduce Provislons must be made to anchor laical brads a ends and specified locations delerminrd the building designer bracing g p N g by g � BC Dead L0.0 r Design Criteria: TPI 9 TOMAS PONCE P.E. Additional bracing of the merall structure may bereq"bed. (See HIB-91 of TPI) plate Ps Code Dese: FLA LICENSE #0050068 rrmss Instllute. TPI. Is located at 583 D'Onofrlo Dave. Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDOXI-32708 TOTAL 33.0 psf V:09.05.02- 31360- 1 Dem1n: Mdrrir Analyttr JOB PATH, C:ITEE-LOKVOBSIARLK HCS. 08.20 02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: K QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125niph, ___....... = .Joint Locations =====_.====.... This design is for an Individual building BOT CHORDS: 2x4 SP #2 H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 component and has been based onlnformatlon WEBS: 2x4 SP #3 Bld Type- Encl L. 58.0 ft W. 13.0 ft Truss 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 provided by the client. The designer disclaim WEDGES: 2x4 SP #2 in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf 3) 7- 4- 0 6) 13- 0- 0 any responsibility for damagesasaresult of Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION----- faultyor Incorrect Information, specifications and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Lac Vert Horiz Uplift Y-LOC Type by the client and the earectnegsaraccUacy Support 1 446# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 0- 4- 0 475 42 -446 BOT PIN of this Information as it may relate to a spe- Support 2 413# 1- 2 -571 0.22 8- 7 477 0.21 12-10-12 422 0 -413 BOT H-ROLL cinc project and accepts no responsfblllty or MAX LIVE LOAD DEFLECTION: 2- 3 -431 0.19 7- 6 - 327 0.18 exercises no control with regard to fabrta- L/999 3- 4 449 0.20 tlon. handling, shipment and Wtallation of trusses This truss has been deslgnxd as an L=-0.01" D=-0.01" T.-0.02" 4- 5 27 0.13 individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION t ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0. 01" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0 . 01" engineer) when reviewed for approval by the building designer, the design IcodIngs shown RMB = 1.15 must be checked to be sure that the data shown are In agreement with the bal building codes. loan climatic records for wind or snow bads. project specifications or specla) applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design --- 7-4-0 $-8-0 compression chords (tap or botloml are contknu- ously braced by sheathing unless otherwise 1 2 4 $ specified. where halt= chords In lenslon are not fully braced laterally by a properly applied be braced at • 0 Q rlg1d ceiling. they should maximum spacing of I(Y4r o.c. Connector plates shall be manufactured from 20 gorge hot 4X6 dipped golvnnUed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the (abrtalor &hall review this drawing to vcrtfy that this drawing is In conformance with the fabricator's plans and to reatlze a'conlinuIng responsibility for such veri- fication. Any discrepancies are to be put In 2 X4 3X4 westing before cutting or fabrlatbn. Plates shall not be Installed over knothole. knots or distorted gain. Members shall be cut \ for tight fitting wood to wood bearing Con- 4-5-3 ncctor plates shag be bated on both faces of 2X4 g Ir the truss with nalls fully Imbedded and shall gym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A ax8 plate is B' wide x 8' long. Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web members shag meet at the centrald of the webs 14-6 unless otherwise shown Connector plate sizes are minbnum sties based on the form shown _ and may need to be Increased for cenaln hand- Ung and/or erection stresses This truss is not to be fabricated with fire retardant treated 5X6 3X8 3X4 lumber unless otherwise shown. For addltlonnl bdornatton on Quality Control refer to ANSI/TPi I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance Mill 'Handling Instaging A Broeing". HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for misting lateral form shag be designed and Installed by others Careful hand. Ung is cssenttal and erecton bracing is always required. Normal precautionary action for Imes requires such temporary bracing during Instnllation between trusses to avoid toppling and doninoIng. The supervision of erection of trusses shall be under the control of persons e pertenced In the installation of trusses Professional advice shall be sought if needed Concentration of construction lands greater I han the design lands shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. M 13-0-0 8 7 476# 8.00" 423# 2.50" 0-10 8 I J 13-0-0 (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4740 (Maronda Systems WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown an this drawing is not erection bating. wind bracing. portal bracing or similar bracing SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be 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. ISee HIB-91 of TPII LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 Design: Afmri.r Analysis JOB PATIL C.ITEE-LOKVOBSIARLK Dwg: Dsgnr: TLY Chk: TC Live 16.0 TC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 33.0 Truss ID: K Date: 10-27-03 psr DurFac - Lbr: 1.25 psr DurFac - Pit: 1.25 psr psr O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA — psr V:09.05.02- 31361- 1 HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: L ATY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of Faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrirn- tion, handling. shipment and Wlallatlon of trusses. This truss has been designed as on individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns par of the building design by n Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tenslon are not fully braced literally by a property applied rigid ccNng, they should be braced at a maximum spacing of lo'-O' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanutd steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtcallon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabneatoes plans and to realize a continuing responsibility for such ven- Ilcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plot- shall not be trutalled over knotholes. knots or distorted gain Members shall be cut for tight litttng wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with naLLs fully Imbedded and shall be sym. about thejotnl unless otherwise shown A 5x4 plate is 5- wide x 4- long. A 6xB plate is B' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts an web nncmbers shall meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum sizes based on the forces shown and may need to be Increased for certain hand- Ibng and/or erection stresses. This truss is not to be fabricated with fire retardant treated Iwnber unlessotherwise shown. For additional tnformallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with 'Handling InstaWng D Bachtg-. HIB-91. Trusses are to be handled with particular care during bonding and bundling, delivery and WtaWton to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas - Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for busses requires such temporary bracing during btslalL7lion between trusses to avoid toppling and dorm obng. The supervision of erection 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 design bads shall not be applied to trusses at any time. No loads other than the welght of the erectors shad 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 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 394# Support 2 347# MAX LIVE LARD DEFLECTION: L/999 L=-0.01" D=-0.01" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 58.0 ft W. 13.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Irrpact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -566 0.17 7- 6 -483 0.21 2- 3 -432 0.18 6- 5 0 0.17 3- 4 -359 0.30 ===Joint Locations=====_______=_= 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Lac Vert Horiz Uplift Y-Lac Type 0- 4- 0 475 172 -394 BOT PIN 12-10-12 422 0 -347 BOT H-ROLL 74-0 11 5-8-0 1 2 4 4X6 3X4 2X4 4-2-6 4-5-3 0-6-6 5X6 3X8 2X4 I 1 M 13-0-0 7 6 5 476# 8.00" 423# 2.50" 0-t0-8 J 13-0-0 —I (RO-11-12)-12)� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4740 Maronda Systems 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 Eng. Job: Dwg: Dsgnr: TLY Clik: WU: AKLK Truss ID: L Date: 10-27-03 TIC Live 16.0 psr TIC Dead 7.0 psr DurFac - Lbr: 1.25 DurFac - Pit: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 which is a pan of the building design and which must be consldered by the budding designer. Bracing BC Live 0.0 psf O.C.Spacing: 24.0" P g (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer BC Dead 10.0 Psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing or the overall structure may be required. IS" HIB-91 of TPI). Code Desc: FLA LICENSE #0050068 frruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ITOTAL 33.0 psr V:09 05.02- 3 362- 1005 VANNFSSA DROVIEDO.FL32766 Destan' Marnr Analysis JOB PAIIf: t?I I LE -LUX UUBJIAKLA JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: L1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 This 1-PLY truss designed to carry =________=====Joint Locations=====_________. This design is for an Individual building BOT CHORDS- 2x8 SP #2 13' 0" span framed to BC one face 1) 0- 0- 0 4) 8-10- 8 7) 1- 4-14 component and has been based ontnformation WEBS- 2x4 SP #3 0' 0" span framed to TC opposite face 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 provided by the client. The designer disclaims WndLod per ASCE 7-98, C&C, V. 125mph, 3) 7- 2-12 6) 7- 2-12 any responsibility for damages an a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15. 0 ft, I= 1.00, Exp. Cat. B, Xzt= 1.0 rm faulty orIncoectInfowtion.specNotioru rt 1 382# Support Bld = Bncl L= 40.0 ft W. 8.9 ft Truss TyPe TOTAL DESIGN LOADS arid/or designs furnished to the truss designer an by the client and the correctness or accuracy Support 2 417# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Uniform PLF From PLF To of this Information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req TC Vert L+D -23 0- 0- 0 -23 8-10- 8 cdlc project and accepts no responsibility or L/999 BC Vert L+D -186 0- 0- 0 -186 8-10- 8 exercises no control with regard to fabrica- L=-0.07" D=-0.07" T=-0.14" .. TC... FORCE... CSI ..BC... FORCE... CSI ----MAX. REACTIONS PER BEARING LOCATION----- trus handling, and Installation MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -761 0.04 8- 7 -9 0.39 X-Loc Vert Horiz Uplift Y-Loc Type ussha been trusses. This truss has been designed u ■n mdMdual building component Naccordance with T= 0.04" 2- 3 -734 0.06 7- 6 41 0.76 0- 1-12 930 9 -382 HOT PIN ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 0 0.03 6- 5 0 0.70 8- 8-12 930 0 -417 BOT H-ROLL as part of the building design by a Building T- 0. 02" Designer (registered architect or profnslonal engineer). When reviewed for approval by the RMB - 1.00 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 speclflnllom or special applied Inds. Unless shown. truss has not been designed for storage or occupancy leads. The design assumes 1-4-14 7-$-10 compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise 1 3 4 specified. Where bottom chords In tension are not fully braced laterally by a properly applied rfgd ceiling. they should be braced at a Q maximum spacing of l0'-O' o c. Connector plates shall be manufactured from 20 gauge hot 6X12 5X6 dipped Fiahmnbed steel meeting AS'FM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 5X Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to / realize a continuing responsibility for such veri- fication Any discrepancies ore to be put In writing before cutting or fabrication. Plates shall not be Installed wen knotholes. lunntn or distorted gain. Members shall be cut 3-0-0 for light fitting wood to wood bearing. Con- 3-0-0 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 2-6-6 scan. about the joint unless otherwise shown A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is (r wide x B- 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 sizeLUI are minbnum size based an the forces shown and may need to be increased for certain hand - lung and/or erection stresses. This truss is not to be fabricated with floe retardant treated lunnber unless otherwise shown For additional 3X6 15X81 3X6 Information on Auailty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations; arc 10 be followed Inaccordance with'Handling InstaWng 0 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 - Ilion and for misting lateral forces shall be designed and Instniled by others. Careful hand - Ling Is essenllal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between busses to avoid Lapp It and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of I -- Professional advice shall be sought If needed Concentration of camtructlon loads greater IIlan the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing I, completed. 930# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES 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 (Maronda Systems CONTRACTOR. BRACING WARNING 4005 MARONDA WAY Bracing shown on this drawinIs not erection bracing. wind bracing, portal bracing or atmll, bracing SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. P—Islom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPI(. LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.FL32766 1-6-0 rT- T6 7r 51 930# 3.50" J scale = 0.7000 Eng. Job: WU: AKLK Dwg: Truss ID: L1 Dsgnr: TLY Chk: Date: 10-29-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf vng ns ro. 39n7A_ e Design: Mdrnr Armlyiis !UH PAI H: L:lftb-LUKVUHMAKLK DESIGN INFORMATION This design Is for on 1ndMdual building component and has been based on Information provided by the client. The designer disclabru any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the true designer by the client and the correctness or accuracy of this Infornatl n as It may relate to a spe- elflc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgld "fling, they should be braced at ■ maximum spacing of 10'4r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrtcator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing respomfbWly for such ved- Bcallon Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood besting. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long Slats (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the mnlmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- lahg and/or erection stresses This truss b not ube fabricated with fire retardant treated mber unless otherwise shown. For additional adornallon an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with 'Handling Installing S Bnctng-. 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- Il1on and for resisting lateral form shall be designed and Installed by -then. Careful hand- Iing is essential and erection bracing s always required. Normal precautionary action for trusses mqulres 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 espertenccd In the installation of trusses Professional advice shall be sought If needed. Coneentratlon of construction Inds greater than the design fonds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses ..to after all fastening and bracing b completed. JB: ARLINGTON K 3&4 AC: TOP CHORDS- 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, 1. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- Encl L. 40.0 ft W. 8.9 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIONi L/715 at JOINT # 3 L•-0.14" De-0.14" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" ..TC...FORCE ... CSI 1- 2 280 0.59 2- 3 0 0.31 2-PLYS REQUIRED RMB a 1.00 3-0-0 WO: ARLK WE: This 2-PLY truss designed to carry 19, 0" span framed to TC one face 81 0" span framed to TC opposite face 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULEt Support 1 750# Support 2 750# This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. .BC ... FORCE ... CSI 6- 5 0 0.97 5- 4 0 0.97 TI: L2 QTY:2 —.......... Joint Locations ............... 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-LDC Vert Horiz Uplift Y-Loc Type 0- 4- 0 1934 0 -750 BOT PIN 8- 8-12 1934 0 -750 BOT H-ROLL 8-10-8 l 2 3 5X6 3X6 3X6 5X6 1934# 8.00" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. �Mjaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracmg shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provtslotu must he TOMAS PONCE P.E. made ca to anchor lateral bracing at ends and specified lotions determined by the building designer. Additional bracing of the wetall structure may be required. ISee HIB-91 of TPI). LICENSE #0050068 rrr ss Plate InsMute. TPI, b located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DR0VIED0.f13276E 3-0-0 I 5 4 1934# 3.50" J scale = 0.7000 Eng. Job: WO: ARLK Dwg: Truss ID: L2 Dsgnr: TLY Cldt: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1o.o psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsr Willi nc; n9- 311AA. 1 Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIARLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M QTY:3 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbUlty for damages as 2 result of faulty or Incorrect Information. speclfleotions and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information ss it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlm- tion. handling. shipment and Installation of trusses This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated es pan of the building design by a Building Designer (registered architect or professional englnced. 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 spectal applied loads. Unless shown. truss has not been designed for storage or occupancy loads The design assumes compresslon chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a lnmtmum spacing of 10--W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 659. Grande 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 fabricatot's plans and to realize ■ continuing responsibility for such veri- fication Any discrepancies are to be put In writing before cutting or fabricallon. plates shall not be tnstaLied wet knotholes. knots or distorted grain Member shall be cut for tight filling wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with =its fully imbedded and shall be sym. @lout the joint unless otherwise shown. A 5x4 plate is 5' wile 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 al the eentrold of the webs unless otherwise shown. Connector plate sizes ore minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Isdormatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconvnendalions are to be followed In accordance with -Handbag Installing d Brach(. IfIB-91. Trusses are to be handled with parttcular care during banding and bundling. delivery and irtsaLintlon to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pm- Illon and for resisltng Iteral form shall be designed and Installed by others. Careful hand - Ling is essenllal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during botnUatlon between trusses to -'Old lopp'Ing and daminoing The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses Professional advice shall be sought If needed Concentration of construction Imds greater than the design Icads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE' Support 1 464# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T--0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 4-5-3 0-6-6 1 I WndLod per ASCE 7-98, CAC, V= 125nph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L- 58.0 ft W. 14.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Cavering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -707 0.27 8- 7 599 0.27 2- 3 -537 0.18 7- 0 570 0.22 3- 4 -534 0.20 0- 6 385 0.15 4- 5 -675 0.26 =vovoe.... ...Joint Locations=====__________ 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 509 20 -464 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 74-0 7-0-0 1 2 4 5 0000 6 00 4X6 4-2-6 0-8-6 14-4-0 8 7 510# 8.00" 476N 3.62" 0-10-8 _I 4 14 0 (RO-11-L2)12) `� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems j 4005 MARONDA WAY SANFORD. FL 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIED0.FL32766 Design- Matrix Anan•sis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing Shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified k=Uom determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rr— Plate Institute. TPI. Is looted at 583 D'Onofrio Drive. Madison. Wisconsin 597I9). JOB PATH: C:ITEE-LOXVOBSURLX scale = 0.4405 Eng. Job: WO: ARLK Dwg: Truss ID: M Dsgnr: TLY Chk: Date: 10-27-03 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- 31365- 1 HCS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M ATY:3 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 u a result of faulty or Incortecl Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfle project and accepts no roponslbllily or exercises no control with regard to fabrca- 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 ns part of the building design by a Building Designer (registered architect or professlorul engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. loot comatic records for wind or snow loads. project specifications or special applied loads Unless shown. truss has not been designed for storage or occupancy loods The deign assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ia-O• o c. Connector plate 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 shoo review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responslbWty for such verl- ficalfon. Any discrepancies art to be put In writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood beating Can- nector plate shall be looted on both faces of the truss with nails fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6xg plate is 6' aide 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 otherwise shown. Connector plate sizes ore minimum sizes based on the forces shorn and troy need to be Increased for certain hand - [big and/or erection stresses This truss is not to be fabrcated with fire retardant treated lumber unless otherwise shown For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling InstaWng d BHIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Wlalled by others Careful hand- ling is essential and erection bracing is always required. Normal preoulbnary action for trusses requires such temporary bracing during in3witation between trusses to amid toppling and dominoIng The supervision of erection of trusses shot] be under the contral of persons expertenced In the Installation of trusses. Professional advice shall be sought if needed Concentration of construction foods greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erect.. shot] be applied to trusses unit] after all fastening and bracing Is completed TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C4C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W. 14.3 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 464# ..TC... FORCE ... CSI ..BC... FORCE ... CSI Support 2 425# 1- 2 -707 0.27 8- 7 599 0.27 MAX LIVE LOAD DEFLECTION: 2- 3 -537 0.18 7- 0 570 0.22 L/999 3- 4 -534 0.20 0- 6 385 0.15 L=-0.02" D=-0.02" T=-0.03" 4- 5 -675 0.26 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 .____=====Joint Locations— °==______=... 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 509 20 -464 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 74-0 7-0-0 l 2 4 5 6.00 - 0 4X6 2X4 2X4 4-5-3 4-2-6 0-6-6 0-8-6 5X6 3X8 3X4 3X4 6X8 510# 8.00" 0-10-5 ,�14 14-4-0 (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNINtrt: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Is not Bracingerection bracing. wind bracing. portal bracing or similar bracing SANFORD. FL. 32771 which is a part of the building design and which must be consldered by the building designer. Bracing (407) 321.0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 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) LICENSE #0050068 rrruss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 537191 1005 VANNE58A DROVIEDO.FL32166 Eng. Job: Dwg: Dsenr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 476# 3.62" scale = 0.4405 Truss ID: M Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 31366- 2 Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSURLK HCS• 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: N ATY:1 1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the ellenl. The designer disclaims any rmponsibWty for damages a 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 uerebo no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cllmalic records for wind or snow Inds. project specifications or special applied Imds Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon 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 celllnq. they should be braced at a maximum spacing of 11Y-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped ga)vantted steel m-ling ASTM A 653. Grade 40. unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125nph, H- 15.0 ft, I- 1.00, Exp.Cat. e, Kzt- 1.0 Bld Type. Encl L- 58.0 ft W- 14.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf iag7act Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 552# ..TC... FORCE ... CSI ..BC... FORCE ... CSI Support 2 550# 1- 2 -616 0.21 16-15 513 0.23 MAX LIVE LOAD DEFLECTION: 2- 3 -965 0.22 15-14 49 0.10 L/999 3- 4 -827 0.17 14-13 56 0.07 L=-0.03" D--0.03" T--0.06" 4- 5 -827 0.17 13-12 883 0.21 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 -965 0.22 12-11 883 0.21 T- 0.04" 6- 7 -616 0.21 11-10 56 0.07 MAX HORIZONTAL LIVE LOAD DEFLECTION: 10- 9 49 0.10 T- 0.02" 9- 8 513 0.23 RMB = 1.15 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to veiny that this drawing Is in conformance with the fabricators plans and to realize n continuing responslb0lly for such veri- flcaLlon. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Wtalled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located an both faces of the truss with nnih fully imbedded and shall be 4-5-3 sym about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long. A 6a8 plate Ls 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cub on web 0-6-6 members shall meet at the centmld of the webs unless otherwise shown Connector plate sizes ore mintmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erectlon stresses This truss b not ` to be fabricated with fire retardant treated4 lumber unless otherwise shown. For additional Infornntlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with -Handling Installing R Bracing-. HIB-91. Trusses am to be handled with particular care during banding and bundlLng. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral fate" shall be designed and Installed by others. Careful hand- ling b essential and erection bracing is always required Normal precautionary action for truss" requires such temporary bracing during installation between truss" to avoid toppWng and dorninoing. The supervision of erection of trusses stall be under the central of penoru experienced ion the Installation of trusses. Professional advice shall be sought If needed. Concentration of coaslruelion loods greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to truss" untilafter all fastening and bracing is completed. =_____====.Joint Locations .......... =.... 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 524 -26 -552 BOT PIN 12- 0- 0 524 0 -550 BOT H-ROLL 74-0 74-0 1 2 3 5 6 7 Q 4X6 3.00 1 1 3.00 5-4-0 2-0-0 2-0-0 54-0 16 15 1 13 1 010 9 8 5241/ 64.00" 524# 64.00" 0-10 8 Its GAB PLA ES (20) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14-8-0 J 1-1995 (Maronda Systems WAKNINts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. pores bracing or stmllar bracing SAN FORD. FL. 32771 which is a par of the building design and which must be considered by the building designer Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce bucking length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectfied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 (truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA D0.0VIEDOXI-32766 Dlvg: Dsgnr: TLY Cldl TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 4-2-6 0-6-6 - I T 0108 (RO-I1-12) scale = 0.4081 Truss ID: N Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmru Analysis JOB PATH. C:ITEE-LOKVOBSURLK HCS.- 08 20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: NI 9TY: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 Information. specifications and/or designs furnished to the truss designer by the client and the corectncss or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or exereses no control with regard to fabrica. 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 engyneeti. 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 Inds. Project specifications or special ■pplled Toads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid cclUng, they should be braced at a maxtmum spacing of 10'.0' ox. Connector plates shnB be manufactured from 20 gauge hot dipped galvanued steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. line fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to reallm a continuing responsibility for such vert- ncallon. Any discrepancies are to be put in writing before cutting or fabrication Miles shall not be Installed over knotholes. knots or distorted gram Members shall be cut for tight filling wood to wood bearing Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x a' long A BA plate Is 6' wide x 8- long Slots Ihotesl run parallel to the plate length specified. Double cuts on web members shalt meet at the ccnlrold of the webs unless otherwise shown Connector plate sirs are minimum sirs based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quably Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bmcmjr. HIB-91. Trusses arc 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 stroighl and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling s essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during .1"llatlon between trusses to avoid toppling and dommoing. The sups Ion of erection of trusses shalt be under the control al persons espericnced in the Wlallalion of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design (cods shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 554# Support 2 601# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 WndLod per ASCE 7-98, C&C, V- 125nph, He: 15.0 ft, I= 1.00, Rxp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W. 14.7 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 -953 0.49 6- 0 -677 0.18 2- 3 976 0.50 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 == --- Joint Locations=====____ .... __ 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 524 48 -554 BOT PIN 14- 4- 0 524 0 -601 BOT H-ROLL 74-0 k 74-0 Ilk 11 3 4X6 0 4-5-3 6X8 0-6-6 _ 3X4 3X4 5X6 wl 3X4 1-8-0 3X4 SX6 I• 3-8-0 °i 3-8-0 3.00 II 3.00 6-8-0 6-8-0 I 6 41 524# 8.00" 0-10-8 14-8-0 CdRMATE (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which s a pan of the building design and which must be considered by the building designer Bracing shown s for lateral support of lass 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). ffruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 4-2-6 0-6-6 524/ 8.00" J 0� to 8 � (RO-11-12) scale = 0.4081 Eng. Job: WO: ARLK Drvg: Truss ID: N 1 Dsgnr: TLY Chk: Date: 10-27-03 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 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:09.05.02- 31368- 2 Design. Meru Artalysis JOB PATH: C ITEE-LOKVOBS14RLK HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 01 ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125niph, _________=====Joint Locations ---------- =.... This design is for an Individual building BOT CHORDS: 2x4 SP #2 H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been based on Information WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W. 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the client. The designer disclaims 2x4 SP #2 4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 faulty or incorrect information. specifications and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION----- bylhecllenland the correctness oraccuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-LOC Vert Horiz Uplift Y-Loe Type Of this Information as It may relate to a spe- L--O. 03" D=-0. 03" T--0. 05" Support 1 278# 0- 1-12 271 41 -278 BOT PIN zinc project and accept+ no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 452# 6-11- 0 841 0 -452 BOT H-ROLL cxembes no control with regard to fabrica- T= 0. 04" Support 3 496# 25- 7- 0 677 0 -496 BOT H-ROLL Lion, handling. shipment and installation of trusses. This truss has been designed a an MAX HORIZONTAL LIVE LOAD DEFLECTION: Individual building component in accordance with T- 0. 02" TC...FORCE ... CSI ..BC... FORCE... CSI ANSI/TPI 1.1995 and NDS-97 to be incorporated 1- 2 -140 0.28 12-11 81 0.22 as part of the building design by Building RMB . 1.15 2- 3 -390 0.30 11-10 31 0.21 Designer (registered architect or professional 3- 4 -405 0.31 10- 9 668 0.21 engtneed When reviewed for approval by the 4- 5 -672 0.31 9- 8 762 0.24 building designer. the design loadings shown 5- 6 0.26 8- 7 763 0.30 must be checked to be sure that the data shown -916 are In agreement with the local building codes. loal climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for slornge or occupancy lads The design assumes 9-11-8 15-11-8 compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise l 2 4 5 6 specified Where bottom chords in tension are not fully braced laterally by a property applied W died ceng, they should be braced at ■ Q -6.00 maximum spacing of 10'-W o.e. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASS A 653. Grade 40. unless otherwtse shown FABRICATION NOTES 3X4 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to 3X4 realize a continuing responsibility for such veri- Hcallon. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be installed over knotholes. 0-6-6 knots or distorted gain. Members shall be cut 8-6-2 for tight lilting wood to wood bearing. Can- 8-8-15 6X8 neetor plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shorn A 5x4 plate is 5- wide x 4' long.A ELKS plate is 6- 5X6 2X4 SX to wide x 8- long Slote (holes) run parallel to T the plate length specified. Double cuts on web members shall meet at the centrold of the webs 3-0-0 0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated TT y lumber unless otherwise shown. For additional 6X8 2X4 5X6 Information on Quality Control refer to L Imo--- 9-0-12 �I ANSI/TPI1-1995 16.00 PRECAUTIONARY NOTES All bracing and erection recommendations 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 avail damage Temporary and permanent bmctng for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Wtaged by others. Careful hand- LLng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation betwcen trusses to avoid toppling and dombnoing The supervision of erection of trusses shall be under the control of persons upenenced In the mstagaUon of muses. Professional advice shall be sought If needed. Concentration of construction loads greater than the deslgn lads shag not be applied to trusses at any time. No Wads other than the welght of the etcetera shag be applied to trusses unW alter ail fastening and bracing is o npleted. 19 "12 1'[ 110 272# 3.50" 842N 8.00" 0.10-8 CO9L��AT S (12) 2X4 C/L: 6-11-0 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 6-0-0 10-14 8 7 678N 8.00" 25-11-0 J �0--10-8- (RI 0-11-12) 1-1995 Over 3 Supports scale = 0.2402 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNIgNG: 4005 MARONDA WAY Bracing shown on this i erection bracing. wind bracing. portal bracing or similar bmetng is SANFORD. FL. 32771 which is apart of the building design and which must be considered by the buildingdesgpner Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified IoenUons determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) LOOS VANNFSSA DROVIEDO.F1_32768 Eng. Job: WU: AKLK Dwg: Truss ID: 01 Dsgnr: TLY Chk: Date: 10-27-03 TC Live t6.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.o psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 asf V-n9_n5_n2- 3137n- 2 Derign: Matrix Attalyiis JOB PATH: CATEE-LOKIJOBSIAKLK Hta: vd LV UL JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 02 ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125 h fib, _________=====Joint Locations =====.......... This design is for an Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been based on information WEBS: 2x4 SP #3 Bld Type. Enel L. 58.0 ft W. 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the client. The designer disclaims 2x4 SP #2 4 in INT zone, TCDL= 4.2 2 psf, BCDL= 6.0 p psf 3) 9-18 7) 25-10 11) 6- 7- 0 any responsibility for damages as a result of faulty orIncorectwormatlon.Specinotioru WEDGES: 2x9 SP #2 Impact Resistant Covering and/or Glazing Req 4) 15- 9- 9-12 8) 19- 9- 9-12 12) 0- 0- 0 and/or designs fumished to the truss designer MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorreclneuoraccuacy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type of this information m it may relate to a spe- L=-0. 04" D=-O. 04" T=-0.09" Support 1 1007# 6- 9-12 1194 -44 -1007 BOT PIN clflc project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 425# 25- 7- 0 600 0 -425 BOT H-ROLL exercises no control with regard to fabrlo- T= 0 04 " Ilan. handling. shipment and trutallation of trusses. This lrusshnsbeen designed asin . MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC...FORCE ... CSI individual building component In accordance with T= 0.02" 1- 2 440 0.42 12-11 -322 0.32 ANSI/TPI 1. 1995 and NDS-97 to be Incorporated 2- 3 -128 0.34 11-10 -366 0.33 as part of the building design by a Building RMB = 1.15 3- 4 -0.210- 9 0.2 Designer (registered architect or professional 4- 5 -512 12 0.28 9- 8 632 32 0.21 engneerl. when reviewed for approval by the building designer. the design loadings shown 5- 6 -768 0.22 8- 7 633 0.24 must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds, project specification or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- 9-11-8 15-11-8 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2 3 4 $ 6 not fully braced laterally by a property applied rigid cell ng. they should be braced at a 0 maximusspacing of 10'-0' o c. Connector m -6.00 Plates shall be manufactured from 20 gauge hot 4X6 dipped galvanl=d steel meeting A.STM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 3X4 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 resporulbWty for such veri- 3X4 flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plain shall not be Wtallcd aver knotholes. 0-6-6 knots or distorted gain. Members shall be cut for light Btting wood to wood bearing Con- neclor plain shall be looted on both faces of 8-8-15 6X8 8-0-2 the gnus with nails fully Imbedded and shall be synn, about the Joint unless otherwise shown A sx, plate is s• was x ,- lama; A BxB pile is 0' T 5X6 3X6 wide x 8• long. Slots (holes) run parallel to 1 5X10 the plate length specified. Double cut. an web members shall meet at the centroid of the webs 3-0-0 0-6-6 unless otherwise shown. Connector plate Sims one minsizes based an the forces shown and mum may need to be increased for certain hand - Wig and/or erection streues This Imss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 6X8 2X4 5X6 Information on Quality Control refer to ANSI/TPI 1-1995 8-8-12 i 6.00 PRECAUTIONARY NOTES AB bracing and erection recommendations art to be followed in accordance with -Handling Inst.11ing A Bracing". HIB-91 Trusses are to be handled with particular care during bonding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and WtaBed by others. Careful hand - Wig is essential and erection bmctng is always required. Normal precautionary action for Irusscs requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of I- shall be under the control of persons e pertcnced in the tmtnllation of busses Professional advice shall be sought if needed Concentration of eanstmetion loads greater tlmn the design loads shall not be applied to trusses at any time. No loads other than the weight of the ereetora shall be applied to truss" umW after sll fastening and bracing is completed 9-942 6-0-0 10-14 12 it 10 8 7 CANT: 6-8-0 1195# 3.50" 600# 8.00" 0-11-8 25-11-0 0�10.8 - CO1�)P PAT S (8) 2X4 (R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.2402 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: 02 y stems11 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live t6.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erectton bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a par of the building design and whkh must be considered by the building designer. Bmeing shown is for lateral truss to bucklinglength BC Live 0.0 f ran O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 support of members on reduce Provisions must be l bO gspecifiedly b g gn mode to anchor lateral bracers at ends and locations determined the building designer BC Dead 10.0 f Design Criteria: TPI 9 TOMAS PONCE P.E. Additional bracing of the ovemustmclwremay berequired. lseeHIB-91 or,pn. ps Code Deese: FLA LICENSE #0050068 Rr+ss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wiscomin 53719) 1005 VANNESSA DROVIEDO.FI-327N TOTAL 33.0 psf t".05.02- 31371- 2 Design: Matrix Analysis JOB PAT71: C:ITEE-LOKVOBSURLK HCS: 08.2002 I I JB: ARLINGTON K 3&4 AC: 109 UPLIFT D.L. WO: ARLK WE: TI: P ATY:1 I 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 faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the rient and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exembes no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This true has been designed as an Individual building component in accordance with ANSI/7PI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered ■rchllecl or professional engineer). When reviewed for approval by the building deiigner. the design loadings shown must be checked to be sure that the data shown are in agreement with the 1=1 building codes. local cLalic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy foods. The design assumes compression chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latemily by a properly applied rigid ceiling. they should be braced al a maximum spacing of la-W o c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag reviewthis drawing to verify that this drawing b in conformance with the fabrtalars plans and to reallze o continuing responsibility for such verl- nallon. Any discrepancies are to be put In writing before culling or fabrication. PLsles shall not be imlatled Over knotholes. knots or distorted grain. Members shag be cut for tight fluting wood to wood bearing. Can - nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be aym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x a- long. A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbnum sues based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on gustily Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling instnWng d Bracing-. HIB-91 Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding muses in a straight and phuab pos- illon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required Normal premullonary action for trusses requires such temporary bracing during trmMtlon between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons -pert—ced in the Installation of trusses. Prafesslonol advice shall be sought If needed. Concenlra"on of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight "1 the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 02 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 .TC...FORCE ... CSI ..BC...FORCE ... CSI 5-7-3 0-6-6 i ®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. WndLod per ASCE 7-98, C&C, V. 125niph, H. 15.0 ft, 1. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W. 19.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Inipact Resistant Covering and/or Glazing Req ..............Joint Locations .•••=________._ 1) 0- 0- 0 9) IS- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 8-0 -8-0 1 2 3 4 5 7 8 9 10 11 6.00 4X6 Q JAV GAY LAB •.A� •.A� vA„ r.�� r._� �... �.-. ...-.. 0-6-6 5-4-6 L 19-4-0 L 22 21 20 19 18 L7 16 15 14 13 121 ON 8.001, 011 8.001, o-to-s 19-0-0 0— � J10-8 (RO-1 i-l2)-l2) � (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Studs (& 2-0-0 o.c. scale = 0.3178 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WU: ARLK Truss ID: P y CONTRACTOR. Dsgnr: TLY Clik: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bmcmg shown on this drawing is not erection bracing. wind bracing. portal bmcingor stmllar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing BC Live 0.0 sf P O.C. Spacing: 24.Orr (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectfled locations determined by the building designer. BC Dead to.o psf Design Criteria: TPI TOMAS PONCE P.E. Additional bmctng of the Overall structure may be required. (See HIB-91 of TPI)• Code Desc: FLA LICENSE #0050068 (muss Plate Institute. TPI, Is looted at 583 D'Onofrlo Drive. Madison. Wsconsln 53719) TOTAL 33.0 psf V:0 31372- 2 1005 VANNESBA DaOVIEDOX1.3278E .05.02- Derign: Alarm Awfytij JOB PA77f. C:ITEE.LOKVOBSURLK HCS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P1 9TY:2 DESIGN INFORMATION This design is for an IndMdual butldIng component and has been based on Info nailon provided by the client. The designer disclaim any responsibility for damages "a result of faulty or Incorrect Informatlon. specLnentlom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wom atlon u It may relate to a spe- clfle project and accepts no respom1bWty or exercises no control with regard to fabrica- tion. hmndllng. shipment and Wullation of trusses This truss has been designed as on Individual bulldtng component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated u part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed 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. loco) climatic records for wind or snow loads. pmject speclflcatlons or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conllnu- ous)y 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 maxbnum spacing of 10'-0' o.c. Connector plat" 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 b in conformance with the fabricators plans and to realize a continuing responsibility for such verl- Ocallon. Any discrepancies are to be put in writing before cutting or fabrication Plates shall not be installed wen knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faro of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 8' wide x 8' long Slots (holwl run parallel to the plate length specified. Double cuts on web members scats meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mIntm— sizes 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 m luber unless otherwise shown. For addllloml Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handltng InstaWng S Bracing'. HIB-91. Trusses are to be handled with particular care during landing and bundling. delivery and Wtallation to avoid damage. Temporary and permanent bracing for holding truss" in a straight and plumb pos- Itlon and for rmLsUng lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is allays required. Nornal precautionary action for trusses requires such temporary bracing during bnstaI tlon between trusses to avoid toppling and =tnoing. The supervision o(ereetion of trusses shall be under the control of persons experienced in the Installation of trusses Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss" at any time. No loads other than the weight of the erectors shall be applied to truss" units miler all fastening and bracing is romplcted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125rnph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L. 58.0 ft W. 19.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inq)act Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 666# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Support 2 707# 1- 2 -925 0.41 8- 7 784 0.38 MAX LIVE LOAD DEFLECTION: 2- 3 -725 0.29 7- 6 784 0.38 L/999 3- 4 -725 0.30 L=-0.03" D=-0.03" T=-0.07" 4- 5 960 0.46 MAX HORIZONTAL TOTAL LARD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 5-7-3 0-6-6 I 0-10-8 _ (R0-11-12) EXCEPT AS ..............Joint Locations ............... 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 678 74 -666 BOT PIN 19- 0- 0 678 0 -707 BOT H-ROLL 8-0 9-8-0 Ilk l 2 4 5 6.00 0 4X6 5-0-6 a rav VAo JAV 0-6-6 4 I I 1 19-4-0 S 7 6 678# 8.00" 678# 8.00" 19-0-0 0-10-8-8 (Rl 0-11-12) SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3178 WAKNING: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or sbntsar bracing SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bracing of the memLl structure may be required. (See HIB-91 of TPI). LICENSE #0050068 ffluss Piste Institute. TPI, is located at 583 D'Onofdo Drove. Madison. Wisconsin 53719). IOW VANNFSSA DROVICDO.FL32766 - Eng. Job: Dwg: Dsgnr: TLY Cltk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 psf Truss ID: P1 Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrit Analysis JOB PATH: C.ITEE-LOKUOBSIARLK HCS. 08.20.02 I I ' JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 9 QTY:1 DESIGN INFORMATION This design is for an IndMdual building component and has been based on Information provided by the client. The designer disclaims any respomtbWty for damages a ■ result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information a It may relate to a ape- cInc project and accepts no responsibility or exercises no control with regard to fabrtca- llon. 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 engineed. 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 cllmatic records for wind or snow lands. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied rigd ceiling. they should be braced at a maximum spacing of IU-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped gahonlzed steel meeting ASTM A 653. Grade 40. unless otherwise shoum. FABRICATION NOTES Prior to fabriollon. the fabricator shall review this drawing to verify that this drawing is In conformanee with the fobricotor's plans and to realize o continuing resporulbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Welled over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con. nector plates shall be located on both faces of the truss with naLLs fully imbedded and shall be sym. about thejoint unless otherwise shown A 5x4 plate is 5' wide x 4- long. A 6.8 plate is 8' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centiold of the webs unless otherwise shown. Connector plate sizes ore minimm usizes 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 oddtllonal information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses arc 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- Ilton 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 Installatlon between trusses to avoid wppa g and dominobng The supervision of erection of trusses shall be under the control of persons experienced in the installation of muse. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be nppbed to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 353# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 5-1-3 0-6-6 I End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl Lei 58.0 ft W= 13.0 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 -549 0.20 7- 6 459 0.24 2- 3 -356 0.19 6- 5 0 0.20 3- 4 -278 0.16 ...... _=====Joint Locations=====__________ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 475 188 -368 BOT PIN 12-10-12 422 0 -353 BOT H-ROLL 8-8-0 44-0 l 2 q 0 4X6 3X4 4-10-6 _ 13-0-0 '17 6 5 476# 8.00" 423# 2.50" 0-10-8 13-0-0 (110-11-12) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 scale = 0.4120 WAKNIN(jI READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 9 CONTRACTOR. Dsgnr: TLv Chk: I Date: 10-27-03 TIC Live 16.0 psf 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 members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.$ aein 24.Orr Spacing: made to anchor lateral bracing at ends and spectned locations determined by the building designer. Additional bracing BC Dead 10.0 f PS Design Criteria: TPI of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is looted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 31374- 2 Dorian: Matrix Aiafytit JOB PATH- C:17EE-LOKVOBSURLK HCS: 08.20.02 I ( JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R 9TY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on mforrutlan provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. spmlincallons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been deaigud as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated w part of the building design by a Building Designer (registered architect or professional engineed When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the dale shown are in agreement with the local building codes. local climatic records for wind or snow lads. project speclficalions or special applied bads. Unless shown. truss has not been designed for storage or occupancy foods. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension art not fully braced laterally by a property applied rigid ceWng. they should be braced at ■ maximum spacing of 10'-0' o c. Connector plates shall be manufactured from 20 puge 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 labrlcalor's plans and to realize a mnUnuing responsibility for such ver- Ilcollon. Any discrepancies are to be put in writing before cutting or Iabraation Rates shall not be Installed over knotholes. knots or distorted gam. Member ahall be cut for light ntting wood to wood bearing. Con. nector plates shall be located an both law of the truss with nulls fully Imbedded and shall be sym. about the joint urdess otherwise shown. A 5xil plate is 5' wide x a' long A 6x8 plate is 8' wide it 8' long Slots (holes) run parallel to the plate length specified Double cuts on well member shall meet at the-ntrold of the webs unless otherwise shown. Connector plate sites are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses Thistruss t not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed in accordance with -Handling InstaWng S Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundling. delivery and WUllation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pa - Ilion and far resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobng The supervision of erection of trusses shall be under the control of persons ecpereneed in the installation of trusses. Professional advice shall be sought if needed. Concentration of eonaruclon lands greater than the design loads shall not be applied to I-- at any lime. No loads other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 471# Support 2 344# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTIONt To 0.04" RMB a 1.15 2-2-6 0-6-1 Wndbod per ASCE 7-98, CPC, V. 125mph, H- 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl La 40.0 ft W. 5.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -60 0.31 17# ..BC ... FORCE ... CSI 4- 0 -258 0.26 0- 3 -13 0.36 ---___-_=====Joint Locations===—a:.eoe=ice= 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Protn PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 2- 8 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 Concentrated LES Location TC Vert L+D -17 1- 4- 4 ' TC Vert L+D -45 3- 7- 4 BC Vert L+D -8 1- 4- 4 BC Vert L+D -24 3- 7- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 288 162 -471 BOT PIN 4-10-12 210 0 -344 BOT H-ROLL 1 45# 5-0-0 'I1 2 Attach with (3) 10d Toe -Nails TT ach with (2) — Toe -Nails 1.68 I 4-2-8 L 3 211# 2.50" 1-7-9 5-0-0 (R1-8-5) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSIAl 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 DP OVIEDO.FL32766 1-0-0 14 288# 9.56" WAKNIN(s: 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 w pan of the building design and which must be considered by the building designer. Bracing shown is For lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (truss Plate Institute. TPI. is looted at 583 D'Onork, Drive. Madison. Wisconsin 53719). 24# 02-8 (RO-2-10) scale = 0.9548 Eng. Job: WO: ARK Dwg: Truss ID: R Dsgnr: TLY Chk: Date: 10-28-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 PSI` Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31501- I Derrgn: Afarrix Analyrir JOB PATH- C:ITEE-LOKVOBSURLK HCS: 08.20.02 I I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R1 9TY:2 DESIGN INFORMATION This design is for an individual building component and has been based on tnlormalton provided by the client. The designer disclaims any responsibility for damages as a result of faulty or meormet information, specifications and/or designs furnished to the lruy designer by the client and the cma reencss or accuracy of this Information as It may relate to a spe- etrle project and accepts no responsibility or e m1ses no control with regard to fabca- lion, handling, shipment and InstallaUon of trusses. This truss has been designed as an tndMdual building component In accordance w11h ANSI/TPI 1.1995 and NDS-97 to be Incorporated os par of the building design by a BuOding Designer (registered architect or professional engineer) When reviewed for approval by the building designer. the design 1-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 snma Inds. project specilkattons or special applied Inds. Unless shown. truss has no been designed for storage or occupancy Inds The design ossu nes 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 nod ceiling. they should be braced at a rmxbnum spacing of lo-0- o.e Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Nlor to fabncallon, the fabricator shall review this dmwmg to verify that this drawing is In conformance with the fabricator's plans and to realize a coninumg responsibility for such ven- fleation. Any discmpanctes are to be put In writing before cutting or fabrication. Plates shall not be mstalled over knotholes, knots or distorted gam. Members shall be cut for light flltmg wood to wood besting Con - nectar plates shall be located on both fain of the truss wmh nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5s4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) non parallel to the plate length specified. Double cuts on web embers shall meet vat the centrold of the webs unless otherwise shown. Connector plate slw are minimum aims haled on the forces shown and may need to be increased for certain hand- ling and/or ereouon str This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUorul Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing a Bractng% HIB-91. Trusses are to be handled with particular ore during handing and bundling, delivery and Wullallon to avoid damage. Temporary and permanent brscmg for holding trusses In a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and Installed by others. Comful hand- ling is essential and erection bncing Is always required. Normal precautionary action for trusses mqudr such temporary bracing during Installation between (ruses to avoid toppling and dommaing. The supervision of erection of muses shall be under the control of persons expeneneed in the installation of trusses. Professional advice shall be sought if needed Con-nU.Uon of construction loads greater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all laslening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 342# MAX LIVE LOAD DEFLECTION: L/999 La-0.04" D- 0.00" T--0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTIONi T- 0.04" RMB - 1.15 0-9-9 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, i- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- fincl L. 40.0 ft W. 5.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Irrpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -57 0.29 4- 0 -241 0.29 0- 3 -14 0.39 ... =___=====Joint Locations=====___....... 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 2- 8 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 Concentrated LBS Location TC Vert L+D -20 2- 0- 5 BC Vert L+D -33 2- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 284 162 -472 BOT PIN 4-10-12 173 0 -342 BOT H-ROLL 20# 5-0-0 I 2 Attach with (3) I 3.33 10d Toe -Nails I 4 284# 9.56" In 1-7-9 5-0-0 (RI-8-5) 33# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/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 DROVIEDO.FL32766 1.68 I 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 s not erection bracing, wind bmcmg, portal bmeing or similar bracing which is a pan of the building design and which must be considered by the butidmg designer. B-cing shown b for lateral support of truss members only to reduce buckling length. Ptavbbns must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUanal bracing of the overall structure may be required. ISee HIB-91 of TPI). n'russ Plate Institute. TPI. is located at 583 D'Onafrio Drive, Madison, Wisconsin 53719). TT (ach with (2) 10d Toe -Nails 3 174# 2.50" (RO-2-10) scale = 0.9548 Eng. Job: WO: ARLK Dwg: Truss ID: R1 Dsgttr: TLY Chk: Date: 10-27-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DUrFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:09.05.02- 31376- 3 Design: Afmrlx Anndysis JOB PAT71: C.l7EE-LOKVOBSL4R1.K HCS.• 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: S 1 ATY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclatrris 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 corectness or aecurnq of this Information as It may relate to a spe- cific project and accepts no maponslbilty or uemises no control with regard to fabrfa. tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I.1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professlonsl engtneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wand or snow loads. project spetlfiatlons or special applied bads. Unlesa shown. truss has not been designed for storage or occupancy bads. The design asaumes 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 ceWng, they should be braced at ■ maxinnum spacing of 10'4r ox. 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 shag review tilts drawing to verify that this drawing is in conformance with the fabrialors plans and to realize a continuing responsibWly for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be InstaBcd Over knotholes. knoll or distorted grain. Members shall be cut for light fitting wood to wood bearing Can- nector plates shall be located on both faces of the truss with nails fully imbedded and shell be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6x6 plate Is 6' wide x 6' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sties are mintmum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Qua lily Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ore to be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during landing and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pns- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bmeing Is always required Normal precautionary action for trusses requires such temporary bracing during '"I"Ustion between trusses to avoid toppling and dominobrg. The supervision of erection of Uusses shall be under the control of persons experienced in the Wtallalion of trusses. Professional advtee shall be sought If needed. Cocentration of construction loads greater thannthe design loads shall not be applied to lmsses at any time. No Inds other than the welght of the ereelors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDSi 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" To 0.00" MAX HORIZONTAL TOTAL LOAD DEF'LECTIONi T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-0-0 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. WndLod per ASCE 7-98, CSC, V. 125nph, Ho 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 6.7 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 0 0.56 4- 3 0 0.18 === .............. Joint Locations= ........ ====o 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. '6-8-0 I1 _f. ZI 2X4 2X4 220# 8.00" L 6-8-0 GABLE STUD PLATES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 (Maronda Systems l WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING lb- CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bmeing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss member only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer Additional bracing of the overall structure may be required. (See HIB-91 of TP11. LICENSE #0050068 (Russ Plate Institute. TPI• Is looted at 563 D'Onofrto Drive. Madison. Wisconsin 53719). 1005 VANNFSSA DROVIEDO.i132733 2X4 2X4 220# 8.00" Studs ® 2-0-0 o.c. scale = 0.7000 Eng. Job: WO: ARLK Dwg: Truss ID: S1 Dsgnr: TLY Chk: Date: 10-27-03 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 Design: Mmrix Anafytit JOB PA711: C:17EE-LOKVOBSURLK HCS: 08 20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: U QTY:6 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 faulty or Incorrect Information, specLiloUow and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Iiormatlon u it may relate to a spe- clfb project and accepts no responsibility or uereses no control with regard to fabnca- tion, handling, ahlpmenl and Installation of tnnsses This truss has been designed as an tndMIltsl 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 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 specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In Iensbn are not fully braced laterally by a properly applied rWd ceWng, they should be braced at ■ mtVmum spacing of IO-W ox. Connector plates shall be manufactured fran 20 gauge hot dipped galvantred 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 Inconformance with the fabricator's plans and to reallec a continuing responsibility for such veri. Hanlon. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be installed wcr knothales. knots or dutorted grain. Members shall be cut for Light fitting wood to wood bu tng Con- necter plates shall be bated on both faces of the tress with nails fully imbedded and shall be gym. about the joint unless otherwise shown. A 5x1 plate is 5- wide x 4- long A W plate Is 6' wide x 8' long Sbls (holes) nut parallel to the plate length specl8ed. Double cuts on web member shall meet at the eenlrold of the webs unless otherwise shown. Connector plate sites are mtnimum sizes based on the forces shown and may need to be Increased for certain hsnd- li ng and/or erection stresses ThisWass not to be fabrialed with Ore retardant treated lumber unless otherwise shown. For additional informal. on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mc%,mmendatbns are I` be followed In accordance with 'Handling InstaWng a Bracing'. IIIB-91. Trusses are to be handled with particular care during landing and bundlin& delivery and W Whtion to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pm - Ilion and for restating lateral forces shall be designed and Installed by other. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for muses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervision of erection of tnrves shall be under the control of persons .q.rfenced in the Wtallauan of twses Prafesslonal advice shall be sought If needed. Concentration of construction toads greater than the design Inds shall not be applied to trusses at any Urn.. No loads other than the weight of the ereelors shall be applied to trusses until after all fastening and bracing s complelcd. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 259# Support 2 1610 Support 3 36# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" To-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE WAD DEFLECTION: T. 0.00" RMB a 1.15 2-3-3 0-6-6 1 Analysis based on Simplified Analog Model. Field Connection at Support 1 rnust be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125rrgph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Kztea 1.0 Bld Type. Encl L. 58.0 ft W- 3.0 ft Truss in IVT zone, TCDL- 4.2 paf, BCDL- 6.0 paf Inipact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.22 4- 3 -78 0.12 ......... = Joint Locations= .............. 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2-11- 4 61 88 -161 TOP PIN 0- 4- 0 137 127 -259 BOT PIN 2-11- 4 39 0 - 3 6 BOT H-ROLL 3-0-0 k 1 21 F-6.00 3.00 I 0-8-0 2-4-0 1 4 3 137# 8.00" 62# 1.50" l_ 0-10-8 f� 3-0-0 39# .50" (RO-11-12) j" C/L: -11-4 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. Dsgnr: TLY I BRACING WARNING: TC Live 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or stmihr bracing TC Dead which Is a pan of the building design and which must be considered by the building designer. Bracing is for lateral BC Live (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectfled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead LICENSE #0050068 rrnaas Plate Institute. TPI. is located at 583 D'Onafdo Drive. Madsen. Wisconsin 53719). 1005 VANNfSM DP OVIEDO.FL32766 TOTAL Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9277 Chk: Truss ID: U Date: 1 1-05-03 16.0 psr DurFac - Lbr: 1.25 7.0 psr DurFac - Pit: 1.25 o.o psr O.C. Spacing: 24.0" 10.o psr Design Criteria: TPI Code Desc: FLA 33.0 psr V:09.05 02- 324 - Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOAfEDIR HCS: 08 20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: V ATY:2 DESIGN INFORMATION This design Is far an individual building component and has been based on Information provided by the cOenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fumshed to the truss designer by the client and the correctness or amurary Of this Information as It may relate to a spe. clflc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a,Bu[ldtng Designer (mgplered architect or professional engneerl. When reviewed for approval by the building designer. the design laadanp shown must be checked to be sure that the data shown we in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The dmlgn assumes compression chords (lop or bottom) are conllnu. ously braced by sheathing unless otherwise specified Whem bottom chords in tension am not fully band laterally by a pmWrly applied rlgld ceiling. they should be braced at a maXtmum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeUng ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing Is in conlomance with the fabricator's plans and to realize a continuing responslblllly for such verl- 8atbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Walled over knotholes. knots ordistorted grain. Members shall be cut for light fitting wood to wood bearing Con - nectar plates shall be loaned an both faces of the tress with nulls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5X4 plate is 5- wide X a- long. A 6X8 plate is fr wide X 9- long Slots (holes) run parallel to the plate length specified. Double cum on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sbO art minanum sizes bused on the forces shown and may need to be Incased for certain hand- ling and/or erection stresses Thb truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlon on Quality Contral refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recarnmendalmns are to be followed in accordance with -Handling InstaWng A Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pers- Itlon and for rntsltng lateral forces shall be designed and Installed by others. Careful hand- ling s essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommatng The supervision of erection of trusses shall be under the control of persons espeneneed in the Installation of trusses. Profmmnai advice stall be sought If needed. Concentration of construction bads grater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDSI 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 180# Support 2 125# Support 3 4# MAX LIVE LOAD DEFLECTIONt L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W. 2.0 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 19 0.06 4- 3 -7 0.04 —----------- Joint Locations --_---___ 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 107 69 -180 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL 2-0-8 L 1 1 2 6 0000 Attach with (2) 10d Toe -Nails 1-8-0 TI I 0-6-6 1-2-8 0-4-2 Attach with (2): 10d Toe -Nails . Face = 0-2-8 3.00 I 0-8-0 -o 1-4-8 I 4 3 108# 8.001n 48# 1.50" 0-10-8 2-0-8 19# 1 50" r (Res-9-0) C/L: 011-12 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwgl y CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psr 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bmdn& portal bracing or similar bracing TC Dead 7.0 psr SANFORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral truss buckling BC Live ().0 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overat) structure may be required (See HIB-91 of TPl). BC Dead I U.0 psr P Sf LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofro Drove. Madison. Wisconsin 53719) 1005 VANNESSA DR.OVIEDo.M32766 TOTAL 33.0 psr scale = 1.2604 Truss ID: V Date: 10-28-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design, Matrix Anafysir JOB PATH: C:ITEE-LOKVOBSVRLK HCS: 08 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT30 ATY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer &%clabns 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 w It may rebate to a spe- c91c project and accepts no responsibility or exercise 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/'IPI 1.1995 and NDS-97 to be Inarponted as part of the building design by a Building Designer (registered ■rehltecl or professional engineer) When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. 1=1 climatic records for wind or snow bads. project specNatlons or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are mnllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced latemlly by a properly applied riled ceWng, they should be braced at a maximum spacing of lo'-0" o.c. Connector plates shall be manufactured from 20 pule hot dipped plvantrzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall Ml— this dnwtng to veiny that this drawing is in conformance with the fabrtotors plans and to realize a continuing resporulbWty for such veri- flatlon. Any discrepancle are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain Members shall be cut for tight fitting wood to wood bating. Con- nector plates shall be located on both face of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long A 6x8 plate is 8' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenl old of the webs unless otherwise shown Connector plate sizes ore minimum sizes based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlllonal information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bmcing and erection recommendation are to be followed In accordance with "Handling IostaWng R Bncln6'. HIB-91. Trusses are to be handled with particular ore 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 resislmg lateral forces shall be designed and installed by others. Careful hand- ling is essential and crecUon bncing is always required. Normal precaullonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling supervision dombnoing. The superlon of erection of trusses shall be under the central of persons experlenced in the installation of trusses professional advice shall be sought If needed ConcentmUon of construction bads greater than the design lads shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applled to trusses until after all fastening and bncing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUDt 2x4 SP #3 This truss has -not been designed for ROOF PONDING. Building designer must provide ads ate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 2-3-0 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. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, 1bcp.Cat. B, Rzt. 1.0 Bld Type. Encl L. 6.0 ft W. 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI .............=Joint Locations== ... _---- =____ 1) 0- 0- 0 4) 6- 0- 0 7) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- 0 3) 4- 0- 0 6) 4- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -65 0 BOT PIN 5-10- 4 0 0 0 BOT H-ROLL 6-0-0 1 2 3 4 'f V A 2X4 Oil 3.50" I.Xd 2X4 2X4 LA4 or on NMI NMI OWN 0WA OWN 10WA a 1 1 n 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 fMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.F1.32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection besting, wind bracing. porUl bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bncing ahown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bncing at ends and specified locations determined by the building designer Additional bncing of the oven8 structure may be required. fSee HIB-91 of TPII. (Truss Plate Institute. TPI. b located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719) 2X4 2-3-0 cnY Studs ® 2-0-0 o.c. scale = 0.9333 Eng. Job: WO: ARLK Dwg: Truss ID: VT30 Dsgnr: TLY Chk: Date: 11-05-03 TIC Live 16.0 psf DufFac - Lbf: 1.25 TC Dead 7.0 Psi DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V•0 05 02- 32500- 14CS- n8.20.02 Design: Marra Analysis wo rn u,. .,. „-1-1-..•..—... I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT40 ATY: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 mull of faulty or tncorect Information. specifications and/or designs furnished to the truss designer by the cbent and the correctness or accuracy Of this Information as It may relate to a spe- cblc project and accepts no responsibility or exercises no control with regard to fabrics - lion, handling, shipment and Installation of trusses. This truss has been designed as an indlvtdual 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 loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. ,.cal climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loods. 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 la-(r o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 853. Grade 40. unless oth.,wtsc 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 matize a continuing responslbUlty for such veri- fication. Any discmponcles are to be put in writing before cutting or fabrication Plates shag not be Installed over knothole, knots or distorted grain. Members shag be cut for light filling wood to wood bearing Con- nector pules shag be lornled on both faces of the tam with nags fully bnbedded and shag be 'M. about thejotnt unless otherwise shown. A Sx4 plate is 5- wide x 4- long A flea plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at Ute mittrohl of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses This tam b not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional Information on Quality Control refer to AN51/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with'Handling Installing ff 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 Russo in a straight and plumb pos- Il1on and for resisting lateral form shag be designed and Installed by others. Careful hand- ling is essential and erection bract" is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid lopping and dorrnbnoing The supc"lon of erection of trusses shag be under the control of persons expertenced in the tnstnllallon of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erector shag 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 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1-0-0 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. WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 3.0 ft W. 3.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 0 ..... =....... =Joint Locations=====____ ..... _ 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -43 0 BOT PIN 2-10- 4 0 0 0 BOT H-ROLL 3X4 2X4 0# 3.50" 1# 3.50" 1-0-0 3-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 2.1000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dig: Truss ID: VT40 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11-05-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracintt wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing for lateral buckling length. Provisions be BC Live 0.0 pS a O.C. Spacing: 24.Orn (407) 321.0064 Fax (407) 321-3913 shown is support of truss members only to reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 20 psf p Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPn. . Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 1005 VANNFSSA DP-OVIEDO.FL32768 TOTAL 25.0 psi V:0 05 02- 32501- Design: Matrix Aalysif JOB PATH: C:ITEE-LOKIHOMED/R HCS 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT41 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge ..... __._=====Joint Locations =====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 0- 0 5) 3-10- 4 component and has been based on Information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3-10- 4 4) 6- 0- 0 6) 0- 0- 0 provided by the cll—t. The desgter disclaims GABLE STUD: 2x4 SP #3 Analysis based on Sisplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result of WndLod per ASC E 7-98, C&C, V= 125 h, X-Loc Vert Horiz Uplift Y-Lot Type and/orulty rincorrect ignsfuinformation. thetruspecifications sdesign and/or designs famished in lire true designer TC FORCE ..BC... H= 15.0 ft, i= 1.00, .Cat. B, Rzt= 1.0 EXp 0- 1-12 0 -8 -2 BOT PIN by the client and the correctness or accuracy Bld Type= Enel L. 6.0 ft W. 6.0 ft Truss 5-10- 4 0 0 0 BOT H-ROLL of this Information as it may relate to a ape- in INT zone, TC DL= 4.2 psf, BC DL= 6.0 psf clflc project and accepts no responslbWty or Impact Resistant Covering and/or Glazing Req exercise no control with regard to fabrlo- tlon, handling. shipment and Instillation 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 professlonal englnecrl. 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 loot building code. local climaticrecords for wind or an= loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design assumes compression chords (lop or bottom) are conlinu- 6-0-0 ously braced by sheathing unless otherwise specified Where bottom chords in tension are 1 2 3 not fully braced laterally by a properly applied rigid telling. they should be braced at a 4.00 maximum spacing of IU-T o e. Connector plates shall be manufactured from 20 gauge hot ' dipped galvanlmd steel meeting A.SI-M A 653. 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to ralim a continuing responslbWly for such verd- 2X flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted gain Members shall be cut .,tight fining wood to wind tearing Con- 2-0-0 2-0-0 nectar plates shag be bated on both faces of the truss with nals fully Imbedded and shag be sym. about the joint unless otherwise shown A 5x4 plate is 5' wide x 4' long. A W plate s 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the cenlroid of the webs unless otherwise shown. Connector plate sir.. - are minimum adzes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumberunless otherwise shown. Par additional 3X4ly 2X4 2X4 Infornallon on QuagContra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to dan be followed in seeorce with'Handling Installing & Bracm(. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Wtallalbn to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas - Ilion and for resisting lateral forces shag be designed and installed by others. Careful hand- gng is essential and erection bracing is always required. Normal precautionary action for susses requites such temporary bracing during Installation between trusses to avoid toppling and domLnoing. The supervision of erection of trusses shalt be under the control of persons experienced In the W Wlation of trusses. Professional advice shall be sought If needed. Concenlmtion of construction loads greater thorn the design loads shag not be applied to trusses at any time. No lads other than the weight of the erector shall be applied to trusses until after W fastening and bracing s completed. ON 3.50" 1., 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing s not erection bracing, wind bracing. portal bracing or similar bracing SANFORD, FL. 32771 which s a par of the building design and which must be considered by the building designer Bracing (407) 321.0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deterntned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) LICENSE #0050068 rrruss Plate Institute, TPI, is bated at 583 D'Onafrto Drive. Madison. Wisconsin 53719). Studs ® 2-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 0# 3.50" scale = 1.0500 Truss ID: VT41 Date: 11-05-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 32502- Design: Mairir Analysis JOB PATH. CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT42 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge ..... =========Joint Locations=,====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 2- 3-12 component and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 3-12 4) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibWtyfordamagesasaresultof „TC .FORCE...CSI ..BC...FORCE ...CSI WndLod per ASCE 7-98, C&C, V. 125nph, X-Loc Vert Horiz Uplift Y-Loc Type faulty or incorrect Information. specifications H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 0- 1-12 0 -28 0 BOT PIN and/or designs furnLshed to the truss designer Bld Type= Encl L. 2.3 f t W. 2.3 f t Truss 2- 2- 0 0 0 0 BOT H- ROLL by the client and the correctness or accuracy of this Information as it may relate to a spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf clfic project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exemses no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engtnecd. When reviewed for approval by the building destgncr. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loods. The design assumes compression chords (top or bottom) arc continu- 1 2 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a Properly applied r- 4.00 rlgd ceiling. they should be braced at a maximum spacing of I9-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. . 2X 17- Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall rMew this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In % writing before culling or fabrication Plates shall not be installed over knotholes. knots or distorted grain Members shall be cut 0-9 4 for Light filling wood to wood bearing Con- 0-9-4 nectar plates shall be located on both faces of the truss with Nits fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long A 6x8 plate s 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 str are minimum sues based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not ' to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X4 2X4 infonmlion an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed In accordance with 'Handling Installing a Bnebng'. HIB-91. Trusses ane 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- IIIon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling s essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between lrusse, to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. 0# 3.50" lH J.JU 2-3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE59A D0.0VIED0.FL72786 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 s a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute. TPI. s located at 583 D'Onofrio Drive. hladson. WLxorstn 53719). Studs ® 2-0-0 o.c. scale = 2.7243 Eng. Job: WU: ARM Dwg: Truss ID: VT42 Dsgnr: TLY Chk: Date: 11-05-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V•09 05 02- 32503- Design: hfarrir Anatpis !UH YAffr. L:IICt-LUA1HUMfLIK I 1 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT43 QTY:1 1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The deslper disclaims any responslbilty far damages as a result of faulty or Incorrect lnformnllon. 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- c8ic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and wtallation of trusses. This truss has been t ntped as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated ns part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for apprinal by the building designer. the dntgn landings shown must be checked to be sure that the data shown are In agreement with the local building codes. loaf climatic records for wind or snow foods. project specifications or special applied loads. Unless shown. tram has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by n properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o c. Connector plate shall be manufactured from 20 gouge hot dipped gnhanb=d 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 conformance with the fabricators plans and to realize a continuing responsibility for such verl- flcniton. Any discrepancies are to be put in writing before culling or fabrication Plates shall not be installed wen knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of Tile )Ras with nags fully Imbedded and shall be sym. about lhejotnl unless otherwise shown. A 5x4 plate s 5- wide x 4- long A 6x8 plate is (r wide x 8" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrald of the webs unless otherwise shown. Connector plate sl— are minimum sties lased on the forces shown and may need to be increased for ecnain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdorm.Ila on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling Insafling & Bracing'HIB-91 Tnsses are to be handled with particular care during banding and bundling. delivery and installation to ovoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilan and for misting lateral forces shag be designed and installed by others. Careful hand - Ling is essenthti and erection bracing Is always required. Normal precautionary action for tnnsses require+ such temporary bracing during installation between busses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced in the trsa8atlon of lrwses Professional advice shall be sought if needed Concentration of construction loads greater than the design Inds shall not be applied to trusses a1 any time. No lads other than the weight of the erectors shall be applied to misses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD. 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 7# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 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 Sinplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125nph, H= 15.0 ft, I. 1.00, &tp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 7.4 ft W= 7.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf upset Resistant Covering and/or Glazing Reg ........ ==.... Joint Locations ----- ===....... 1) 0- 0- 0 3) 7- 5- 0 5) 3- 3- 4 2) 3- 3- 4 4) 7- 5- 0 6) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Loc Type 0- 1-12 0 0 -7 BOT PIN 7- 3- 4 0 0 0 BOT H-ROLL 7-5-0 L l 2 0 3X4 2X4 2X4 IRMA MA MA MA MA MA FrI MA MA MA MA MA MA MA NOWA r I 0# 3.50" ON 3.50" 1-1-2 14 7-5-0 _1., -I "1 (Rl-0-10)� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 4-0-0 o.c. scale = 0.7485 Maronda S steMS WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: VT43 y CONTRACTOR. Dsgnr: TLY Chk: Date: 11-05-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 it BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFOc - Pit: 1.25 SANFORD. FL. 32771 which s a part of the building design and which must be considered by the building designer. Bracing be BC Live 0.0 pr O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown Is for Intend support of truss members only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the building dnlgter. BC Dead 2.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (See HIB-91ofTp) Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI. is bated at 5133 D'Onofrb Drive. Madison. Wisconsin 537191. TOTAL 25.0 V•0 05 02- 325 4- 1005 VANNEWA DROVIEDo.M327W psf Design: Marrir Analysis JOB PATH. C:ITEE-LOKIHOAfEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI_VT50A ATY:1 DESIGN INFORMATION This design b for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibilty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the chent and the correctness or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabria- l1on. handling. shipment and insaWUOn of trusses This t..... has been designed as an indMdual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated u part of the building design by o Building Designer fregstercd architect or professional engineerl When reviewed for approval by the building designer. the design loodblp 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 allow loads. project specNnuorts or special applied loads. Unless shown. truv has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) are wntlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced hiemlly by a properly applied rigid telling. they should be braced at a "'x," axu IL spacing of 10'-0' o a Connector plates shall be manufactured from 20 puge hot dipped plvantud steel meeting ASfM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shau review this dmwng to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- flatlon. Any discrcpancles art to be put in writing before cutting or fabriallon. Plates shall not be Wlat ed aver knotholes. Iumts :ball gain. Members shall be cut for tight stung wood to wood baring Con- nector plates shall be located on both faces of the truss with rails !oily 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 shallmeet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and ray need to be Increased for certain hand- ling and/or erection stresses. This truss is net to be fabricated with fire retardant (rested lumber unless otherwise shown. Far additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed in accordance with 'Handling InslaWng 0 Bracing. HIB-91 Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ition and for resisting lateral forces shall be designed and Wtalled by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses mqubes such temporary bracing during Wauallon between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses Professlonal advice shall be sought If needed. Concentmllon of construction loads gesler than line design loads shall not be applied to trusses at any time. No lads other than the wetgjn of the cmclors shau be applied to trusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 4# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 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. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, &T.Cat. B, Rzt= 1.0 Bld Type. Encl L. 3.9 ft W= 3.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req _________=====Joint Locations -------- =__=... 1) 0- 0- 0 3) 3-11- 0 5) 1-11- 8 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lac Type 0- 0-12 0 -16 -1 BOT PIN 3-10- 4 0 0 -4 BOT H-ROLL 1-11-8 1-11-8 l 3 r6.00 0 4X6 0-11-12 0-11-12 3X4 2X4 3X4 3-11-0 -16 S 41 0# 1.50" 0# 1.50" 3-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 1.7106 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK jaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Dsgnr: TLY Chk: Truss ID: VT50A Date: 11-05-03 CONTRACTOR. TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFac - Pit: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing 4005 MARONDA WAY SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 sf P O.C. Spacing: 24.0rr (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI) Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI. is located at 5u3 D'Onofrto Dm-e. Madison. Wisconsin 53719). TOTAL 25.0 psf I V:0 32505- 1005 VANNESSA D0.OVIEDO.FL32766 .05.02- Defign: MWnT A,wlyftt Jun rnlfr: L:nrec-LuAmvnlc-lA JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT51 A 9TY:1 DESIGN INFORMATION TOP CHORDS( 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge =====oo=======Joint Locations --------- =====o This design is for an adlvldual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 component and has been based on Information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0 provided by the client. The dnlgncr dlsclalms anyresponslbWlyfordamagesosaresuhof Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- faultand/ or taco rect on.the pROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod r ASCE 7-98, C&C, V. 125 h, ft, X-Loc Vert Horiz Uplift Y-Loc Type sfurnished t truss design and/or designs furnished to the truss designer Support 2 7# 1� H= 15.0 I= 1.00, Cat. B, Kzt- 1.0 Exp 0- 1-12 0 -4 0 BOT PIN by the client and the mrreclness or accuracy Bld Type- Encl L- 6.6 ft W. 6.6 ft Truss 6- 5- 4 0 0 -7 BOT H-ROLL of this Information as It may relate to a spe- .. TC... FORCE ... CSI ..BC ... FORCE ... CSI in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ciflc pmjcct and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exeroisn no control with regard to fabrica- llon. handling. shipment and installation of trusses. This ass has been designed as an Ind MduaI 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 bulldbig 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. pr ject specifications or special applied Imds unless shown. truss has not been designed for storage or occupancy bads. The design assume compression chords (tap 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 ID-0* o.c. connector 3-3-8 3-3-8 plates stall be manufactured from 20 gauge hot dipped gaNanimd steel meeting ASfM A 653. ( 3 Cmde 40. unless otherwise shown. I r 6.00 -6 00 FABRICATION NOTES Prior to fabrication. the fabricator shot] mvlew this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutWig or fabrication. Plata shall not be Installed over knotholes. o luts or distorted grain. Members shall be cut for tight fitting wood to wood beam ng Con- nector plate shall be located on both fans of the true 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 8' wide x 8' long Slots (holes) run parallel to the plate length specifled Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sites are minimum slzes lased on the forces shown and may need to be increased for mrtaln hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise ahown. 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 Installing a Bncing•. HIB-91. Trusses are to be handled with particular care during bandmil and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a stratot and plumb pm - [Ilan and for resisting lateral force shall be designed and Irstat]ed by others. Careful hand - Wag is essential and erectlon bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and donAnotng. The supervision of erection of asses shall be under the control of persons c,,pericnced In the Wallatbn of trusses Professional advice shall be sought if needed. Concentration of mn3uucUon loads greater than the design foods shall not be applied to trusses at any time. No loads other than the welg)u of the erectors shall be applied to trusses until after all fastening and bracing is completed 1-742 4X6 3X4 2X4 3X4 1# 3.50" ON 3.50" in 6-7-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 1.0177 Maronda Systems 4005 MARONDA WAY SANFORD. FL 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or sbndar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of Imv 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 nay be required. (See HIB-91 of TPI). rrrus,s Plate Institute. TPI. Is bested at 583 Donofrio Drive. Madison. Wisconsin 53719). Eng. Job: WU: AKLK Dlvg: Truss ID: VT51 A Dsgnr: TLY Cbk: Date: 1 1-05-03 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 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 25.0 psf V•0 05 02- 32506- ! Desngn: Marru Andfyfls JOB PATH: C:ITEE-LOXIHOMED/R HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT52A 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge ..............Joint Locations -------.ee=e=rues This design is for an individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 5) 9- 3- 0 9) 2- 7- 8 component and has been based on Information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 7- 8 6) 9- 3- 0 10) 0- 0- 0 provided by the client. The designer disclaims Analysis based on S y iaq�lified Analog Model. 3) 4- 7- 8 7) 6- 7- 8 any responsibility for damages as a result of faulty or Incorrect Information. specificationsPROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLOd per ASCS 7-98, C4C, V. 125>7ph, 4) 6- 7- 8 8) 4- 7- 8 and/ordesigs furnished to the trustsdeslgner Support 2 3# H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- bythe client and the correctness or accuracy Bld Type- Encl L= 9.2 ft We 9.2 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this tnfomuauonasitmay relate toaspe- ..TC...FORCE ... CSI ..BC ... FORCE ... CSI in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 0 0 -1 BOT PIN cinc project and accepts no responslbWty or Impact Resistant Covering and/or Glazing Req 9- 1- 4 0 0 -3 BOT H-ROLL exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated ss pan of the building design by a Building Designer (registered architect or professional engineerh 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 speclflcauans or special applied load- -Unless shown. Inns has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rlgd ceiling. they should be braced at ■ maximum spacing of I(M)" o c. Connector 4-7-8 4-7-$ plates shall be manufactured from 20 gauge hot dipped galvantwd steel meeting ASTM A 653. t 2 4 5 Grade 40. unless otherwise shown. 0 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conforms nce with the fabrlcato/s plans and to realize o continuing responsibility for such verl- flcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shnil be located on both fates of the truss with nails fully imbedded and shop be sym. about the joint unless otherwise shown A 5x4 plate s 5- wide x 4- long. A 6x6 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be Increased for certain hand - Ling and/or erecuon stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ore to be followed in accordance with -Handling InstaWng d 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 rr.sses in a atralght and plumb pas - [Lion and for ranting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses require such temporary bracing during .,Infatlon between trusses to avoid toppling m and doinoing The supervtslon of crectlon of trusses shall be under the control of pcnana experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shalt not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 2-3-12 4X6 2X4 2X4 2-3-12 Li Ul 3X4 2X4 2X4 2X4 3X4 FAN �_'A 1 1 n ON 3.50" 9-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Studs ® 2-0-0 o.c. WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y stems CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psr 4005 MARON DA WAY Bracing shown on this drawing s not erection bracing. wind bracing. portal bmcing or slmllnr bracing TC Dead 7.0 psr SANFORD. FL. 32771 which is a pan of the building design and which must be considered by the building dotprer. Bmcing for lateral truss to is for buckling length. Provisions be BC Li . oo Ps r (407) 321-0064 Fax (407) 321-3913 shown support of members only reduce must TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be required. (See HIB-91 of TPI). BC Dead 2.0 psr LICENSE #0050068 (Truss Plate Institute. TPI, is located at 563 D'Onofrto Drive. Madison. Wisconsin 53719). 1005 VANNFSSA13P-MEDOX1.32766 TOTAL 25.0 psf 0# 3.50" scale = 0.7243 Truss ID: VT52A Date: 1 1-05-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mafrir Atudysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 I I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT53A 9TY:1 DESIGN INFORMATION This design is for on individual building component and has been based on Infonnallon provided by the client. The designer disclaim any responsibility for damages as a result of faulty or incorreM Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this Information u It may relate to a spe- cok project and accepts no responsibility or uerosm no control with regard to fabrio- llon. handling. shipment and Installation of trusses. This lrvus has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated a, 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 build Ing codes. local ctimatle records for wind or snow, loads. project specifications or special applied loads. Unless shown. truss has not 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 are not fully braced laterally by a properly applied rWd celling. they should be braced at a maximum spacing of lo'-0' o c. Connector plates shall be manufactured from 20 gauge hot dipped gahranued 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 fabrialor's plans and to rellUe a continuing responsibility for such veri- flallon. Any discrepancies are to be put in writing before culling or fabrtcnUon. Plates shall not be trutalled over knotholes. knots or distorted grain Members shall be cut for tight fitting wood to wood baring Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x1 plate is 5- wide x 4' long. A 8x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown Connector plate sires are minm imusizo based on the forces shown and may need to be increased for certain hand- ling and/or erection strcsses. This truss is not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional information on guat)ty Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with -Handling InstalWg a Bracing'. HIB-91. Trusses are to be handled with particular are dulling banding and bundling. dellvery and butallalion to avoid damage Temporary and permanent bracing for holding trusses in a stnlght and plumb pos- Itlon and for milling 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 Installation between trusses to avoid toppling and dornmoing The supervlslon of erection of tresses shall be under the control of persons experienced in the Wtat)alion of trusses. Professional advlm shall be sought If needed. Concentration of construction loads Baler than the design Inds shut) not be applied to trusses al any time. No Inds other than the weight of the erectors shall be appt)ed to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 5# Support 2 10# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 3-0-12 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 Sinplified Analog Model. WndLod per ASCE 7-98, C&C, V. 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L= 12.2 ft W. 12.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Intact Resistant Covering and/or Glazing Req =_____=====Joint Locations=====__________ 1) 0- 0- 0 5) 12- 3- 0 9) 4- 1- 8 2) 4- 1- 8 6) 12- 3- 0 10) 0- 0- 0 3) 6- 1- 8 7) 8- 1- 8 4) 8- 1- 8 8) 6- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -11 -5 BOT PIN 12- 1- 4 0 0 -10 BOT H-ROLL 6-1-8 6-1-8 l 2 4 5 0 G 00� 4X6 3X4 2X4 2X4 2X4 3X4 3-0-12 12-3-0 10 9 8 7 6� 0# 3.50" ON 3.50" ils 12-3-0 J EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 Stuffs ® 2-0-0 o.c. scale = 0.5469 Systems �jarondaA WARNING: READ ALL NOTES ON THIS SHEET. COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WU ARLK Truss ID: VT53A CONTRACTOR. Dsgar: TLY Chk: Date: 11-05-03 TC Live 16.0 psr DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or ebnt)ar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer Bracing pis BC Li0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321.3913 shown is for for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified :oat om determined by the building designer. BC Dead 2.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bmcing of the overall structures may be required. ISee HIB-91 of TPI). Code Desc: FLA LICENSE #0050068 (truss Plate ImMute• TPI• s looted at 583 D'onofrlo Drive. Madison. Wisconsin 53719). TOTAL 25.0 psf V'0 05.0 - 32508- t 1005 VANNFSSA DROVIEDO.FL3276e I I Design: Matrix Analysis JUN YAIH: L'l1U:-LUI0l1UA11:UIR raw: W.trr.r/t I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: W QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on lnfonnatlan provided by the client- The designer disclaimny responsibility for damages as a result of faulty - inconeel Information, specNations 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- eitle project and accxW no responsibility or exembes no control with regard to fabrla- tlon. handling. shipment and W Wlavon of trusses. This was has been destgned as an individual building component in accordance with ANSI/TPI I.190 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. unless shown, truss has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) art conUnu- ously braced by sheathing unless othenWe specified. Where bottom chords in tenabn are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of ity4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag revkw this drawing to verify that fhb drawing is in conformance with the fabricator's plans and to realize a conUnutng responsibility for such -ri- flrntlon. Any div—panctes are to be put in writing before cutting or fabriatlun. Plot" shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight lilting wood to wood bcnrtng Con- nector plates shag be located on both fain of the truss with naib fully imbedded and shag be sym. about the joint uudess otherwise shown. A 5x4 plate is 5' wide x 4- long A 6x8 plate Is 8- wde x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members stag meet at the centrod of the webs unless otherwise shorn. Connector plate stzo are minimum stzes based on the forces shown and may need to be Ine--Cel for certain hand- ling and/or erection stresses. This truss is not be fabricated with fire retardant treated be unless otherwise shown. For additional Informaton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wlth'Handltrng Installing A Bracing-, HIB-91. busses 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- 1Uon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ting is essential and erection bracing is always required. Normal precautionary action for truves requires such temporary bracing during tnsagatbn between trusses to avoid toppling and dominoing. The suptrvtslon of erection of trusses shall be under the central of persons upertenced in the installation of lnzsses. Proresslonal advice shall be sought If needed. Concentration of conslrnellon loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erect.- shall be applied to truss- unto alter all faalening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 131# Support 2 44# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTIONi T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 mist be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L. 58.0 ft W. 0.8 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 -6 0.02 4- 3 0 0.01 0-10-8 (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-199 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO,FL37788 �� ____------Joint Locations ............... 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACPIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0- 4- 0 64 24 -131 BOT PIN 0- 7-12 8 0 -3 BOT H-ROLL 0-9-0 k Ilk 1 I 2 0 0-1044 I, 0-9-0 L 4 3 65N 8.00" 17# 2.50" 0-9-0 8N 2.50 0-0-1 C/L: 0-7- URO-0-1) 5 Over 3 Supports READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`ygt CONTRACTOR. Dsgur: TLY BRACING WARNING: TIC Live Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or sl.Ll- bracing TIC Dead which is a part of the building design and which must be considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead Additional bracing of the overall structure may be required. (See HIB-91 of TPI). frruss Plate IroUlute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 10d Toe--Nail(2) Attach with (2) 10d Toe -Nails scale = 1.8444 Truss ID: W Chk: Date:10-27-03 16.0 psr DurFac - Lbr: 1.25 7.0 psr DurFac - Pit: 1.25 o.o 10.0 psr psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 33.0 psf V:09.05.02- 31388- 4 Oaign: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSURLK HCS. 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X ATY:12 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the cient. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no mponslbWly or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This tnus has been designed as an tndMdual building component In accordance with ANSI/TPI I.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer Iregstered architect or professional -gin rl. When reviewed for approval by the building designer, the design lmdtngs shown must be checked to be sure that the data shown arc bra agreement with the local building codes. local climatic records for wind or snow loads. project specdlalions or special applied loads Unless shown, truss has not been designed for storage or occupancy loads The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in lesion are not fully braced laterally by a prop" applied rigid ceiling. they should be braced at a maxinum spacing of 10' -0' o c. Connector plates shall be manufactured from 20 gauge hot dipped glvanlzed steel sn-Ung 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 confonnan" with the fabricators plans and to realize a continuing responslbillly for such veri- fimlian. Any dtscrcpancles art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain Member shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be bated on both faro of the truss with rmLLs fully Imbedded and shall be sym about the jotnl unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 8' wide x 8- long Slots (holed run parallel to the plate length specified. Double cuts an web members shall meet at the centroid of the webs unless otherwise shown Connector plate sizes ■re minimum zes sibased on the form shown and may need to be increased for certain hand. Ung and/or erection stresses. This truss Is not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional trifonnalion on 8u2ity Central refer to ANSI/TPI I-IM PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling In.stnWng a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon 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 trusses requires such temporary bracing during Installation between trusses to amid toppling and dontnoing The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concenun"an of construction loads greater than the design loads shall not be applied to trusses al any time. No Imds other than the weight of the erectors shall be applied to trusses unlll after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLXt 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 436# Support 2 518# MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D- 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTIONt T- 0.03" RMB - 1.15 Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, ChC, V. 125nph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type= Encl L. 40.0 ft W= 10.7 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 1 243# TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 -998 0.54 6- 5 920 0.22 2- 3 -964 0.62 5- 4 55 0.17 == ___=_=====Joint Locations.====____...___ 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) '0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 422 243 -436 BOT PIN 11-0-0 Ilk 1 2 3 �� O111L 2-6-5 2X 0-1-6 4-5-3 3X4 T0-6-6 _ 3X6 _ — 3X4 3X4 i SX8 3X4 2.00 0-8-0 038 10-0-8 L 16 5 4 423# 8.00" 3581/ 2.50" 14-8 10-8-8 J �0-3�-8 (111-5-6) (I R0-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4738 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARM (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss to buckling length. Provisions BC Live 0.0 f " O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 shown support of members on reduce must be made to anther Lateral bratinlends ands tiled locations determined the building des) er. lbr bracing H g by g designer. gC Dead 10.0 f Design Criteria: TPI g TOMAS PONCE P.E. Additional bracing of the overall structure my be required ISee HIB-91 of TPI). Ps Code Dese: FLA LICENSE #0050068 (Truss Plate Institute. TPI. Is looted at 583 D'Onofrlo Drive. Madison. Wisconsin 53719)• 10055 VANNFSSA DROVIEDOXI-32788 TOTAL 33.0 psf I V-0 .05.02- 3 389_- 4 Design: Morris Analysis JOB PATH: C:ITEE-LOKVOBSURLK TICS: 08 20.02 I ' JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. WO: ARLK WE: TI: X1 ATY: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 Information, specifications and/or design rumished to the truss designer by the client and the correctness or accuracy allhis information as It may relate to a spe- elllc project and accepts no responsibility or esemiscs no control with regard to fabrlen- llon. 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 pan of the building design by a Building Designer (registered architect or professional engineerl When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the 1-1 building codes. lost climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) an conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords N tension are not fully breed laterally by a properly applied riled ceiling. they should be braced at a maximum spacing of 10`4r o.e. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sha8 review this drawing to verify that this drawing is In conformance with the fabriator's plans and to realize a continuing responsibility for such ven- Ikatlon Any discrepancies art to be put In writing before cutting or fabrication Plates shall not be installed over knotholes. knots or distorted grain. Member shallbe cut for light filling wood to wood hearing Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6 wide x 8' long SIoLs (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes ■re mtntmum sizes based on the forcesshown and may need to be tncmased for certain hand- ling and/or erecllon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional htfonnolion on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling IrutaWng A Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting lateral force shall be designed and Installed by others. Careful hand- htng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary brocing during Installation between trusses to avoid toppling and dominoing The supervision of erection of trusses stall be under the control of persons experienced N the Installation of trusses. Professional advice shall be sought If needed. Concentration of--"cllon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Trusses until after all fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 417# Support 2 519# MAX LIVE LOAD DEFLECTION: L/999 Lo-0.09" D- 0.02" To-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.03" RMB o 1.15 4-3-3 0-66-6 _)L I WndLod per ASCE 7-98, CFC, Vo 125irph, Ho 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- Encl Le, 40.0 ft W. 11.0 ft Truss in INT zone, TCDLo 4.2 psf, BCDLo 6.0 psf Ixppact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 256# ..TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 -875 0.54 6- 5 821 0.23 2- 3 -867 0.73 5- 4 -8 0.22 .._____=000=Joint Locations =eee00000e=o=oo 1) 0- 0- 0 3) 10-10- 4 5) 5- 5- 7 2) 5- 3-11 4) 10-10- 4 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10- 4 343 0 -519 TOP H-ROLL 0- 4- 0 432 256 -417 BOT PIN 11-0-0 Ilk I 2 3 Q L 10-0-8 LI 6 5 4 433# 8.00" 344N 3.50" IA-8 1 (11144) 1 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 1006 VANNFSSA DR.0VIED0 FL32766 11-0-0 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 Han 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 mem8 structure may be required (See HIB-91 of TPI). fT nss Plate Institute. TPI, is baled at 583 D'Onofrio Drive. Madison, Wisconsin 53719). scale = 0.4925 Eng. Job: WO: ARLK Dwg: Truss ID: X1 Dsgitr: TLY Chk: Date: 10-27-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31390- 4 Design: Mast Atmtysa JOB PATH. C:ITEE-LOKVOBSURLK HCS 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Y ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V. 125niph, _________=====Joint Locations =====___.... - This design is for an Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 1) 0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 component and has been lased on Information WEBS: 2x4 SP #3 Bld Type= EYnel L. 58.0 ft W. 11.0 ft Truss 2) 3- 9- 0 5) 11- 0- 0 provided by the client. The designer disclaims SLIDERS: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7- 6- 0 6) 7- 4- 4 any responsibility for damages as a result of Inpact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION ----- tmsso ions and/ or Incorrect Inished to n.sign and/or designs furnished to the true designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 333# .. TC... FORCE... CSI .. BC... FORCE... CSI 0- 4- 0 432 117 -333 BOT PIN of this Information as 1l may relate to a spe- Support 2 229# 1- 2 -854 0.15 7- 0 660 0.18 10-10-12 356 0 -229 BOT H-ROLL clflc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: 2- 3 -602 0.14 0- 6 806 0.25 e erebo no control with regard to fabrics- L/999 3- 4 - 551 0.15 6- 5 0 0.11 Lion, handling. shipment and Installation of troves. This truss has been designed a an L=-0.03" D=-0.03" T=-0.06" ' individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/rPI 1-1995 and NDS-97 to be Incorporated TO 0. 02" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0 . 01" engneed. When reviewed for approval by the building designer. the design loadings shown RMB = 1.15 most be checked to be sure that the data shown ■m in agreement with the local building codes. local climatic records for wind or snow loads. Project specifentions or special applied bads. . Unless shown, truss has not been designed for storage or occupancy loads The design assumes compression chords (top or bottom) are mnllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a Properly opp0ed rigid ceWng. they should be braced at a 7-6-0 3-6-0 maximum spacing of 10'.0- o c. Connector 2 4 plates shall be manufactured from 20 gauge hot 1 dipped plvanLmd steel meeting ASTM A 653. Grade 40. unless otherwise shown. Q 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 realtze a continuing responsibility for such vert- Hcatlon. Any discrepancles are to be put In writing before cutting or fabricatlon. Plain shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight ruling wood to wood bearing Con- nector plates shall be located on both faces of the truss with natb fully Imbedded and shall be s)in. about the joint unless otherwise shown. A 5.4 plate is 5- wide x 4' long. A 6.8 plate is 6' wide x 8' long Slois (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 ore mtntmum sties based on the forces shown and may need to be Increased for certain hand. Ong and/or erection stresses Thistrussis not to be fabrtmted with fire retardant treated lumber unless otherwise shown For additional lnfonnallon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations are to be followed in accordance with -Handling Inslnlbng A Bmctng'. HIB-91 Trusses are to be handled with particular care during banding and bundling, delivery and Wtallalion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Ilion and for misting lateral forces shall be designed and Installed by others Careful hand- ling is essential and erection bracing is always required. Normal precaullanary action for trusses requires such temporary bracing during Installation be trusses to avoid toppling and dombnotng. The supervision of erection of trusses shall be under the control of persona experienced In the Installation of lrrrsaes. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to tomes at any time. No loads other than the wcWit of the creclors shall be applied to trusses until after call fastening and bracing is cornpleted. 3-3-3 IF 0-6-6 i 4X6 3X4 2.00 0-8-0 6-84 3-7-12 I 7 5 433k 8.00" 357# 2.50" 14-8 1, la 11-0-0 1 (R1-5-6) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.5414 (Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: WO: ARLK IDwg-. TrussD10 CONTRACTOR. Dsgnr: TLY Chk: Date 27-03 Tc Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown an this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.o psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer Bracing BC Live 0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor latent bracing at ends and speetned lomlions determined by the building designer. BC Dead mo psr Design Criteria: TPI TOMAS PONCE P.E. Addillonal bracing of the overall structure may be required. (See HIB-91 of TPII. Code Desc: FLA LICENSE #0050068 (Truss Plate Institute. TPI, is located at 563 D'Onoftio Drive. Madison. Wisconsin 53719). TOTAL 33.0 1005 VANNESSA DROVIEDO.FL32788 psf V:Q 05 02- 3 391- 4 Design: Matrix Arialysis JOB PATH CATEE-LOKUOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to .________=====Joint Locations=====__________ This design b for an Individual building BOT CHORDS: 2x4 SP #2 ® either edge of webs) shown. Bracing MUST be 1) 0- 0- 0 3) 11- 0- 0 5) 4- 9- 4 component and has been based on information WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge anyresponsibilItyorrect iformages "tion.annuli specificationsof faultyorincorrectfnishedtothtgn SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails a aced 8" o.c ------------ TOTAL, DESIGN LOADS ------------ ' and/or designs furnished to the truss deslgrmer This 1-PLY Hi Master designed to car P � carry Brace must extend at least 90% of web length g Uniform PLF From PLF To by (lie client and the correctness or accuracy 3' 0" open jacks (no webs) across center 2x6 Brace required on any web over 14'-0". TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 of this Infornuuon" it may relate to a spe- and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V- 125niph, TIC Vert L+D -54 4- 6- 0 -54 11- 0- 0 cific project and accepts no responsibility or H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 BC Vert L+D -20 0- 0- 0 -20 4- 6- 0 tier. rd ration wILhment PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl L- 58.0 ft W. 11.0 ft Truss BC Vert L+D -23 4- 6- 0 -23 11- 0- 0 hn ling. shipl and inst lion. handling. shipment end Wtgned n of trusses. This truss has been designed os on Support 1 160# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Concentrated LBS Location Individual building component in accordance with Support 2 166# Impact Resistant Covering and/or Glazing Req BC Vert L+D -384 4- 6- 0 ANSI/TPI 1- 1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTIONi ----MAX. REACTIONS PER BEARING LOCATION ----- nspartofthebuddingdesignbyaBuilding L/997 at JOINT # 5 ..TC...FORCE... CSI ..BC...FORCE...CSI X-Loc Vert Horiz Uplift Y-LOc Type Designer(regrslered architect or professional L=-0.12" D=-0. 12^ T=-0.24" 1- 2 -2029 0.50 6- 0 1364 0.95 0- 4- 0 689 0 -160 BCyP PIN engling Whtnrthededfaraadings hown building designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 0 0.68 0- 5 1918 0.76 10-10-12 560 0 -166 BOT H-ROLL must be checked to be sure that the data shown T= 0.07" 5- 4 1769 0.70 are In agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local cutrsuc records for wind or snow Inds. T- 0 . 04 " project speetfltatlom or special applied bads. Unless shown. truss has not been designed for RMB - 1.00 storage or occupancy bads. The design assumes compression chords hop or bottom) are mnttnu- ously braced by sheathing unless otherwise specifled. Where bottom chords In tension are not fully braced laterally by a properly applied rtod ceiling. they should be braced at a maximum spacing of 10'-O- o e. Connector plates shall be manufactured from 70 puge ha dipped galvanized steel meeting ASIM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to vertfy that this drawing is in conformance with the fabrtalor's plans and to realize n continuing rnponslbWty for such veri- fication. 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 tight fitting wood to wood beartng. Con- nector plates shag be located an loth faces of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise sham. A 5s4 plate is 5- wide x 4- long A GxB plate is (- 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 are mininnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses Thb truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional b9ormation an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Inslalkmg ✓! Bracing. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Wtalbllon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for r tsling lateral forces shag be designed and Installed by others. Careful hand - [big is essential and erection bracing is always required. Normal precautionary action for Irussn requires such temporary bracing during bmstallatlon between trusses to avoid toppling mind dominoing. The supervision of ereQlon of trusses shall be under the control of persons -penenecd in the installation of trusses. Professional advice shag be sought If needed. Concentrat Ion of construction Inds greater than the design Inds shag not be applied to trusses at any time. No bads other than the welght of the ereeton shall be oppLied to trusses until after all fastening and bracing is completed. 2-3-3 0-6-6 4 4-6-0 k 6-6-0 Ilk l 3 4X6 2X4 T 1-5-0 0-7-6 2.00 0-8-0 3-84 6-7-12 I 6 4 690a 8.00" 5601/ 2.50" 1-4-8 11-0-0 (R1-5-6) 385N EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5414 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK (Maronda S stems y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z CONTRACTOR. BRACING WARNING: Dsgnr: TLY ICU: Date: 10-28-03 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bncing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD. FL 32771 which Is a part of the building design and which must be considered by the budding designer. Bracing for lateral truss to buckling length. Pm BC Live 0.0 r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is support of members only reduce vtslom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overaustructure mayberequired. (See HIB-91ofTPII ps Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). _ 1005 VANNEWA DB.t7v1ED0.F1.37766 TOTAL 33.0 psf V:09.05.02- 31502- Design: Mmrir Analysis JOB PATH: C:ITEE.LOKVOBSURLK HCS• 08 20.01 I— I I JB: ARLINGTON K 38L4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z1 . 9TY:2 DESIGN INFORMATION This design h for an IndMdual building component and has been based on information provided by the client. The designer disclaims any responalbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the coneetn-s or accuracy of this Information as It may relate to a ape- effle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been dnlgned as on individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building destgh by a Building Designer (registered architect or professional engneeri. 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. loco) climatic records for wind or snow toads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assume compression chords (top or bott"ml ore continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eeWng, they should be braced at a ,axtmum spacing of 10'-0' o e. Connector plat- shall be manufactured from 20 gauge hot dipped galvanbed steel meeting ASTM A 653. Grade 40. unless olherodse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verlfy that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ftolion. Any discrepancies are to be put In writing before culling or fabrication. Plato shoo not be Installed wet knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bctrtng. Con- nector plat- shall be located on both faces of the thus with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x1 plate is 5- wide x s' long. A flab plate is 6' wide x II' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the een:rold of the webs unless ohervse shown Connector plate sloes ore minimum sizes based on the form 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 m luber unless otherwise shown. For additional trifonna ion on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection mcermnendatlons are to be followed in accordance with'Handhng InsaWng A Bracfn(, 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- ilbn and for resisting lateral form shall be designed and Installed by others. Careful hand - Ling 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 domtnoag. The supervision of erection of trusses shall be under the control of persons expertcnced a the Walhtlon of trusses Prof-stonal advtee shall be sought if needed. Concenuatbn of conatrueuon loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing is completed TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE+ Support 1 232# Support 2 29# Support 3 78# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION+ To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.00" RMB . 1.15 1-3-15 T 0-6-6 WndLod per ASCE 7-98, CBC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.7 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 18 0.01 4- 0 -35 0.01 0- 3 12 0.01 -------- ======Joint Locations ............... 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 19 24 -29 TOP PIN 0- 4- 0 123 39 -232 BOT PIN 1- 7- 0 32 0 -78 BOT H-ROLL L 1-8-4 L 1 2 04 0 Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails 0-8-0 L 1-0-4 Plate Height 3L 0-2-1 14 � 123# 8.00" 20# 2.50" L 14-8 1-84 33# 2.5 " (' (RI-5-6) C/L: 1-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 1.5810 (Maronda Systems WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bmeag or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be 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 I.IB-91 of TPI). LICENSE #0050068 frntss Plate Institute. TPI. is Located at 583 D'Onofrio Drive. Madison. wisconsa 53719). 1005 VANNESSA DROVIEDO.FL32766 Eng. Job: WO: ARLK Dwg: Truss ID: Z1 Dsgnr: TLY Clik: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31393- 4 Design: Matrix Analysis JOB PAIR: C:ITEE-LOXUOBAARLX HCS: 0820.02 e MAY-06-2004:11�03 FROM:NISUS CORPORATION 865+577+se25 TO:4072653751 P.002'003 National 'Evalua Lion Service, Inca 5203 Leesburg PAe, Suits-000, Falls.Chtlrch, Virginia 22041-3401 Phone: 7031631-2107 • - Fax 703/931-6505 ro0rt�_ webstte: www.nnWval.org NATIONAL EVALUATION -REPORT Report No. NER-617 Copyright 0 2001, NaBonal Evalustion SerNce; irre. Issued October 1, 2D01 DORA-CARE4D TERMITICIDE, INSECTICIDE AND The instructions within- this report govem Ii there are say conflicts FUNGICIDE between the manufactumes published Installation Instructions and this report Nl3US CORPORATION 100 NISUS DRIVE ROCKFORD. TENNESSEE 37833 . 800-2ra4870' • pleggeniauscona.2m www.nlsusgg m-com 1.0 SUBJECT 80RA-CARE0 Termtticlde, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION iS SOUGHT Protection Against Termites 3.0 DESCRIPTION 60RA-CARE Termiticids is used to provide protection against subterranean termites. SORA-CARE Is a Federal EPA reglstered Termlticlde that Is applied to wood 'surfaces by spraying, brushing,'ond Injections and prevents Infestation of subterranean termltas. BORA-CARE kills the termites through Ingestion. The ecttve ingredient in DORA-CARE Is Dlsodlum Octoborate Tatrehydrpto (DOT), which Is a mixture of borax and boric acid. BORA-CARE uNllzes a patented formulation of this mineral salt (DOT) and glycols to penetrate -and protect the wood. When BORA-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 distributlon of the active Ingredient In the wood member. BORA-CARE is water soluble. When.ftvsh wood wtth no sealants Is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member Is parmltted to be cut after treatment Is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticlde Is Installed In accordance with the manufacturers published Installation Instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shell be licensed pest control operators. The manufacturer's 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 cite during Installation, 4.2 Application BORA-CARE Is a concentrate that must be diluted with water before use. The dilution rate Is one pert water to one pert DORA- . CARE for all pretreatment applications. Prior to dilution, 80RA- 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 sprsying, brushing, and Infection. SORA-CARE is not a restricted category pesticide, but shell be applied by a professional pest control opel ator In accordance with local, state, or federal pest control regulations. DORA-CARE Is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean lermiles. Pretreatment for subterranean termite protection consists of treating s two foot band of wood around the perimeter- of a structure containing a crawl space or basement when the wood comes Into contact with the foundation wells or support piers. Thls treatment Includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists or treatment of the elll plate and two feet up Cn the well studs and wood sheathing. On wood where access Is limited to one or two sides of wood members such as allis and plates on foundation v+ralls, apply two costs of solution to exposed sides, allowing for a minimum of 20 minutes between appllc2liona. Pretreatment Is performed at a point during the construction process when the greatest access to ell wood members Is available. Typically at the dried -In stage of constructlon when all structural wood and sheathing Is In place yet prior to installation of Insulation,- mechanical • systems, • electrical wlrin_q, -end plumbing. 4.3 Protection from Water Since 90RA-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 paint or stain. Interior surfaces exposed to repeated molsture contact, -such its shower stalls, both houses, etc.* shall be protected by a water resistant point or stain. This report Is sir filed to stir specific product and data and sett .,rporrt srbtnlrted by the It ant in Its applfeadon requetrtnd this report. No independent trstt wrrr perfornwd by the Notfonal Era/radon Ser.ice, Inc. fN£S). and NES tp!cl fecal/y does not that[ any warranty, efther tAprettrd or lrT lied, as to any flndinr or other ironer in this repot or at to airy product covtred by this report. Ala: ditelartner includes, brt it not Rmlted to, w•chantabllrry. This rrport Is also sr�jrcr to the 11"Warion /tired herein, , _MAY-06-2004 11.03 FROM:NISUS CORPORATION 865+577+5825 T0:4072653751 P.003,003 i.,, 7:1 Tbls- Evaluation .Report end 'the manufa turera 3.0 IDENTIFICATION r;t .; published Instvlletion instructions, when rsquira try°the �. Each container of SORA-GAREG 'Termiticide, insecticide- and code official. shall be submitted at the time of penjtit Fungicide covered by this report shall be labeled with -the application. ••� •'"�`' • • manufacturer's name/and of trademark and this National Evaluation Service e . d,�e��n rc .�. .:. -.`_ : uen.e + 7 1,,, field 7.2 BORA=CARE shall be applied by applicators trained by Evaluation SIdentification. ilr i'r'isus Corporetlon and shall be licensed pest control operators. 6.0 EVIDENCE SUBMITTED 7.3 BORA-CARE shall be Installed In accordance with the 5.1 Manufacturer's descriptive literature, specifications, and manufacturer's published inotallatlon Inebuctlens• and Installation Instructlons. this report 6.2 'Test report, leb"test of 80RA-CARE treated wood .enj 7.4 In areas where a soll treatmonilbarrier tenmitlelde •treatment Is required by the- applicable code of: local. untreated wood exposed to -subterranean. termites. code official, •BORA-CARE Is applied only as a. Formosan Subterranean Termite and Eastern 'supplemental pretreatment and Is not a replacement for Subterranean Termite. FL Lauderdale Research b required treatments, or.berriers. Education Center..University of Florida, Document No. IRGfWP/1504,. April 2. 1991. by Nan-Yao end Rudolf T.lT • BORA-CARE .was evaluated only for resistance to lacheffrahn. vubterreneen termites. e.3 Test. report, lob test of oral toxictty of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA CARE is water soluble end shall be p►ot,eeted an Subterranean Termite, Ft. Lauderdale Research & noted In Section 4.3 above. Education Center, IFAS, University of -Florida,. May, 1993, Masahiko Tokoro and Nan-Yao Su. •7.7 BORA-CARE has not been evaluated as a trestment (or resistance to termites on LVL products. 5.4 Test report, January 1897 Progress Report, 57 months exposure, field evaluation of BORA-CARE Vested wood 7.6 This- report is -subject .to .re-eyAmInation on. a periodic the subterranean termite feeding and tubing near basis. For -Information on the current status of NO Gulfport, Mississippi, comparison - of treated 'and Evaluation Raport, consult the NES Product Evaluation y untreated wood *floor joist, Mississippi State University Usting or contact the NES. Forest Products Laboratory,. Tarry L Amburgey. . 6.5 Test report, January 1998 Progress Report 73 months axposurs, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing new. Gulfport. - Mississippi, - comparison - of • treated . and untreated wood floor joist, Mississippi State Untverslty Forest Products Laboratory, Tarry L Amburgey. 9.6 Test report, January2001 Progress Repart, 110 months e.Tosure, field evaluation of SORA-CARE treated wood the subterranean tnrmtta feeding and tubing no2f. Gulfport, Mississippi, • comparison of treated . and untreated wood floor joist. Mississippi State University Forest Products Laboratory, Terry L Arnburgey. 6,7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Prodxs Laboratory, Dr. Terry L. Amburgey and MS: S.V: Parlkh, 7.0 CONDITIONS OF USE The National Evaluation Service Committee rinds that the 90RA- CAREm Termiticlde, Insecticide and Fungicide described in this report complies with or is s suitable alternate to that specified in the 2000 International Building Codem *71h 2001 Supplement, the 2000 international Residential CodeO with 2001 Supplament,- the BOCA National Bwlding Code11999, the 1999 Standard 80ding. Cod@*,' trte 1997 uniform- BuBding Code"', . and .the .1998 inramalional One- and-TWo- Family Owe/6rng Code subject to the following conditions: