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319 Clydesdale Cir - BR02-000520 (BAKERS CROSSING) (SFR) DOCUMENTS
PERMIT ADDRESS , 1 • CONTRACTOR ADDRESS p R. Hort on Nat,l pr #102 6250 viazelti 32822OrlandoFg101 CBC857055300 PHONE NUMBER PROPERTY OWNER ADDRESS l u1:B91.7 ELECTRICAL CONTRACTO; MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION S ` PERMIT # bl-15W DATE PERMIT DESCRIPTION PERMIT VALUATION*- L'613SQUAREFOOTAGEo t7 t7 Ln En fill Ii ) ? CERTIFICATE OF.acc i This is to certify that the building 'Located at q 1 A r YT)RRI)A T.R MR f o r which permit 02-00000520 has heretofore been issued on 2J15/07 has been completed according to planfa and specifications filed in the office of the Building Officia p for to the issuance of said building permit, to wit as ,L) S.tI -. complies with all the building, plumbing electric 1 -on'ing a d subdivision regulations ordinances of the pity of San o d and wi the provisions of these regulations. DATE BUILDING:I Finaled Z y ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: Drainage Maintenance Bond PUBLIC Street Name Signs Storm Sewer Street Work WORKS: Subdivision Regulations Apply: Yes No DATE E FIRE: Inspected _ Sewer Lines In Sewer Tap Street Pavesd 0 / •. Street h _ ' Lights I Driveway r FEES PAID WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE 2/20/02 2/15/02 3/20/02 2/19/02 2/15/02 2/15/02 2/15/02 2/15/02 10.00 10.00 10.00 10.00 10:00 59 `27 54.00 279.61 PAGE: 2 This is to certify that the building :located at 319 CTYDESD TA CIR for which permit 02-00000520 has heretofore been issued on _9L5J02 has been completed according to plans and spebifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No Oi-POLICE IMPACT - RESID O1-RADON GAS TAX FEE 01-ROAD IMPACT FEES O1-RECOVERY FD%GkRT. PGM O1-SCHOOL IMPACT FEEWDIMPACT:SINGLE FAM Y SD IMPACT:&INGLR FAMILY 2/15/02 91.93 2/15/02 12.57 2/15/02 847.00 2/15702. 12.57 2/15/02 1384.00 2/15/02 650.00 15/02 1700.00 - P- \,X/ I v r j v1pry) -j BUILDING OFFICIAL AT8 rye >•` w .+..,. .a .. ,A - _y ••.-.. 3• •+, .. , 1 SYi µ•Lr REQUEST. FOR FINAL INSPECTION CERTIFICATE OF OCCUIPANCY/COMPLETION , SINGLE FAMILY RESIDENCE" . " DATE 2- PERMIT' ADDRESS V. SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax:, (407) 321-3579 The Building Division has.received a request for a final Inspection and a .. Certificate of•Occupancy,.for the'.above referenced•address." We would appreciate a final inspe0tl6n of the, sjte by your ;department.}Apprdoval by:your department' ': would result in a grantin9*a C.O.-for•the address:,•If you have any issues that the contractor•,willrneed to address,,piease.submit'a statement for denial of C:O. or a conditional agreement to be attached to th4•C:O.'tr+'rati a,`i tt T Thank you for your cooperation. Engineering ' Public Works r Utilities ` 5 31/oz_ Fema Rec'd _ Cert•of Elev.'Rec'dart" 'b`• 512,9( y'+ic1•G.. '",Yy ;•' .•s " •',: :. r r.,• ir,.,.i 02, Bldg.'. Inspector Apprvd Conditions: (to be completed only If approval Is condltlonal) Y-y- y .QY ,. ': ' tt t7(ra ''ly. 'o+l r7 f• at t. f REQUEST FOR FINAL INSPECTION v.i., nth•', ... J .i J t r:_, •„S •:e I i l,_r':' , CERTIFICATE OF OCCUPANCY/COMPLETION SINGLE FAMILY RESIDENCE. DATE w2- PERMIT #'S ADDRESS 3 tcl Bakers Crossing y ,• .,. / 00 SUBDIVISION 4 z-. CONTRACTOR-. D R Horton Ph: (407) 832-4698 (Tom) •• Fax: (407) 321-3579 The Building Division has received a request for a final inspection and a Certificate of,Occupancy for the;above referenced address::' We would appreciate a final lnspectlo of the, sjte by your department: Approval.by:your ;department would result in ;a grantln a C:O.,for th6 address If you.have any. issues that the contractor,will need to_ address,f'piease submlat a statement for, denial of C.O. or a ` condltlorial aagreement to be'attached to the'C.O Thank you for your cooperation. Engineering ema Rec'd Public Works r )''''`' Cert. of Elev. Rec'd Utilities f Bldg .'InspectorApprvd 9(0 Conditions: (to be completed only If approval is conditlonal, a 'll:t• •_ .>• .4 t'si`rt '1:71•'A": +-+'.!y '. ... .,. ;•9i!,•':r'•.t •: .. V vl I I 0' ' I I REQUEST FOR FINAL INSPECTIONLAJ CERTIFICATE OF OCCUPANCY/COMPLETIONS SINGLE FAMILY RESIDENCE"" DATE . ,3 1 102-- PERMIT # C t c5 1 C ADDRESS .3 Ill C a (2 SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Far.: (407) 321-3579 5 I U, I til I 1 v C T i- CJ The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. If you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works Utilities Fema Rec'd l LIVR Cert. of Elev. Rec'd Bldg. Inspector Apprvd L- Conditions: (to be completed only If approval Is conditional) La f 5-01 6;E<. r-)o2 Q P 02-s Zo V\rH7f/Z 7t7f2 s6-r 170 4w9762r,o FEc TO P/--1 S/wC.Q blfN-7 Ir7ou V fli REQUEST FOR FINAL INSPECTION a CERTIFICATE OF OCCUPANCY/COMPLETION( LU SINGLE FAMILY RESIDENCE**** C Q DATE J PERMIT # ADDRESS 3 `- 1 SUBDIVISION Bakers Crossing CONTRACTOR D R Horton Ph: (407) 832-4698 (Tom) Fax:. (407) 321-3579 W OL cu H t3 p u d IV u 0maW1 aCr, L The Building Division has received a request for a final inspection and a Certificate of Occupancy for the above referenced address. We would appreciate a final inspection of the site by your department. Approval by your department would result in a granting a C.O. for the address. if you have any issues that the contractor will need to address, please submit a statement for denial of C.O. or a conditional agreement to be attached to the C.O. Thank you for your cooperation. Engineering Public Works Utilities Conditions: (to be completed only if approval is conditional)_ Fema Rec'd Y Cert. of Elev. Rec'd Bldg. Inspector Apprvd - rL S 19(02-, FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires July 31, 2002 ELEVATION CERTIFICATE Important Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME _ Policy Number D.R. HORTON BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 319 CLYDESDALE CIRCLE CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 27, BAKERS CROSSING, PHASE 1 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.###l#°) NAD 1927 NAD 19W USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION _ B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNT Y 120289 SEMINOLE FLORIDA B4. MAP AND PANEL B5. SUFFIX B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 86. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 0045 E 4/17/95 017i95 X WA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in 69. FIS Profile ® FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): 012. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ®No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C I. Building elevations are based on: Construction Drawings" Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1 (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, ARIA, 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 Conversion/Comments Elevation reference mark used Does the elevation reference mark used appear on the FIRM? Yes ®No a) Top of bottom floor (including basement or enclosure) 45. 5 ft.(m) b) Top of next higher floor N/A. _fl.(m) o c) Bottom of lowest horizontal structural member (V zones only) WA . _fl.(m) N d) Attached garage (top of slab) M. 9 ft.(m) .E dr e) Lowest elevation of machinery andlor equipment a cc servicing the building (Describe in a Comments area) 44.7 fl.(m) 0Lowestadjacent (finished)grade(LAG) 44.7ft.(m) Z dim g) Highest adjacent (finished) grade (HAG) 45. 0 fl.(m) 05 h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 J o ) Total area of all permanent openings (flood vents) in C3.h 0 9q. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the intonation in Sections A, B, and C on this certificate represents my hest efforts to interpret the data available. I understand that any false statement may be punishable by fine orimprisonment under 18 U.S. Code, Section 1001. CERTIFIER' S NAME : JAMES K. EKERN LICENSE NUMBER: 5899 TITLE: PROFESSIONAL SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH STREET, STE.180 ORIANDO FL 32801 DATE TELEPHONE C • [ 50/02 (407) 426-7979 IMPORTANT: In these spaces, copy the corresponding Inforrnagon from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt., Unit, Suite, ancior Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 319 CLYDESDALE CIRCLE City STATE ZIP CODE Company NAIC Number SANFORD FL 32773 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. COMMI;1 1 TS EI.FVAIIONS 811OWNIII' fit: ON AREDA8EDON 8FMINOI.ECOIINIY VF.RTICAI.CONIROI.; MACtIINf ItY Uf SCRIDEU IN C3-[ IS Ml NC UNIT 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 E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Secfion C mast 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 Uie building, provide a sketch or photograph.) E2. Tho top of Ure bottom floor (including basement or enclosure) of the building is_ ft.(m) _In.(c m) above or below (check one) the Kqr a jacent 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 _ R(m) _in.(c m) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the conmmunity's floodplain management ordnance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or conhmunily- 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 ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local offx: ial who is authorized by law orordnance to administer the community's floodplain management ordnance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A cemmunity official completed Section E for a building located in Zone A (without a FEMA-issued or cormunity-issued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF G7. This permit has been issued for: E] New Construction 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: — _ fL(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS 0 Check here if attachments PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 27, BAKERS CROSSING PHASE 1, AS RECORDED IN PLAT BOOK 60, PAGES 27-29, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA POINT ON PLAT BOUNDARY Ie Im W J U L> I W m - U3 N MIO 0W aj •- lo i Q Lo N M p ON O Z 3 0 89'34'30_Wi25.00' J N N I D I o ,y? 3" LOT 26 109.21' S89'17'34"E 0z.zs' 16.0' Ep5' DRAINAGE EASEMENT o r, ; •r :1`:: `.:.i•' >• • 3' 60.0' A/C PAD I v"••'O''p I 61 ONE STORY CONCRETE BLOCK r I OI >o 4.0' 1 a RESIDENCE 1319 CLYDESDALE CIRCLE O a —{ I z I C) N4 I •. ;•, d FINISH FLOOR I ^r Yo c I 3' C/W 4.0' 0 ELEVATION-45.45 6 0. fV I > 0 60.0' cli n L - c A}3 10' UTILITY EASEMENT 42:1— WA(,K IS 0.4 OFF 580'I6.46-E r rr PI Ol A= 89'43 04 PC PT48.9T n=9 oD 48 — R_? 87' R= 25.00' r CB;S84'47'10"E L=39.15 C=.86' CB=N44'26'02"W C=35.27' NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6. SEC. 6-7(A). CERTIFIED TO: D.R.H. TITLE COMPANY OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CH MORTGAGE COMPANY, I , LTD. NOTE: THIS BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH IN CHAPTER 61G17-6 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027. FLORIDA STATUTES. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120289 OD45 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE TOO YEAR FLOOD. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY Oa AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON ITHENORTHERLYLINEOFLOT27 BEING N 89'17'34 W FIELD DATE:) 05-23-02 SCALE: 1 = 30 FEET APPROVED BY: JKE RE 84.04' 77.64' S89'17'34"E TRACT A BELGIAN WAY 50' RIGHT OF WAY BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL. POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK c CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801- (407) 426-7979 I I I I I 0-0LOT04 28 C] 0 O^ TJ ! A} WAILK IS 1.1 OFF 00 N PC 448,60 tVY—'r3 LEGEND FND 5/8" IRON ROD NO ID (05-23-02) Q FND NAIL AND DISC LB 14671 (05-23-02) FND 5//8"IRON ROD AND CAP O LB #4671 (05-23-02) CNA CORNER NOT ACCESSIBLE a DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE 10 IDENTIFICATION 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I $— 2 f- O Z FOR THE FIRM JAMES K. EKERN, PSM #5899 ASM32938 05-23-02/Cc JOB NO. ADOEO POOL AREA 2-23-02 JUL DRAWN BY: PLOT PLAN 11-8-01 JMI 2-2/1- 199S a : S7PM F RUM CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number - q4-7 Date. _ -/s-o-- The undersigned hereby applies for a permit to install the following electrical: Owner's Name: 1 Address of Job: Electrical Contr PesidE.._._. By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Applicant's Signature DQoo3/S State License Number ea &-P Job fuss runsType ty YHURT Ce**FIJa35083 DR1965E CG FINK 1 1 o onaq 3 if sAug r ek ustries, nc. rue ep age i -1.0-0 4.2-13 75-0 10.7-3 14-4.0 1-0.0 4-2-133 3 2-3 3 2J 3 13 0." p 1\ a"r ` t 9- -) 5 4xe = Scale = ,:26., ey o, r;9,- s ate. 4 00 12 2x4 .• 2x4 ,, 3 5 I, 8. 2 I axe ScS nhb 'J61o MItnr X(oc I•,• 7 3 10 3xe= o ot\ e 5 e 3"= I c A 15 5 n o, c • { jer c New A 539 4- 2-15 4-B-9 08.0 Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 30. 0 Plates Increase 1.33 TC 0.37 Vert(LU 0.12 2-8 >999 M1120 249/190 TCDL 7. 0 Lumber Increase 1.33 BC 0.92 Vert(TU -0.16 2-8 >999 BCLL 0. 0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.03 6 n/a BCDL 10. 0 Code SBC/ANSI95 Matrix) 19z LC LL Min I/deft - 360 Weight: 74 lb LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP N0.2ND WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-9-10 oc purlins. BUT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. REACTIONS Pb/ size) ,2-148110-2-1 (input: 0.1-8), 6-1454/0-2-0 (input: 0-1-8) Max Harz 2- 57(load case 3) Max Uplift 2-- 806(load case 4), 6=-787(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1- 2=33, 2.3--2532, 3-4--2363, 4-5--2237, 5-6=-2372 BOT CHORD 2- 9 - 2312, 8-9 - 2312, 7-8 -1553, 7-10 - 2127, 6-10 - 2127 WEBS . 3-8-- 312, 4-8-1017, 4-7-816, 5-7--189 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss - has been designed for the wind loads generated by 100 mph winds at 15 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 60 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) WARNING: Required bearing size at joint(s) 2, 6 greater than input bearing size. 0 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 806 lb uplift at joint 2 and 787 lb uplift at joint 6. 5) This truss has been designed with ANSI/fPI 1-1995 criteria. 6) Special hanger( s) or connection(s) required to support concentrated load(s) 750.71b down and 512.91b up at 3-1-4, and 766.Olb down and 569.61b up at 11-8-12 on bottom chord. Design for unspecified tI9%Kj delegated to the building designer. OlAf. LOADCASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase -1.33 Uniform Loads (plf) Vert: 2-6=- 20.0, 1-4=-74.0, 4-6=-74.0 Concentrated Loads (Ib) Vert: 9 - -750. 7 10--766.0 i er N APR'0'9 2002 WARMW - VerM design pammeters and =M 2F0=3 017 T= AM =73$56 9= ,Bi 70M UW- e • Design valid for use only with MOek connectors ThI= design is based only upon parameters shown, and Is for an InclMdual building component to be Insloled and loaded venleatly. Applicability of design parameters and proper Incorporation of component Is iesponslbmty of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web members only. Additional tomporary bracing to Insure stability during construction Is the responsibility of the erector. Addillonot permanent bibctrrp of the overall strueture'b the responsmmty, of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consul! CST-88 Quality Standard, 058-89 Bracing Specification, and HIB-91 M iTe k® Handling Installing andBracingRecommendationavailablefromTrussPlateInstitute, 583 D'Onohlo Drive, Madison, WI53719. DR1965E ICI ROOF TRUSS 350831 4$14 ( 9-041 14-4-0 1-0.0 4.9.14 4-2-2 axe = 3xa = at faaI o /\ kt 5 Ae- 4 5 2x4 5Cc'.6 36". 10 1 r Y62 "1 #a 7 8 I 3s4 = S,y. PI -} V O rG. ' `ae w1 ((_"_VI'/ 1 R N s US _ 2x4 l5 Oo t c , Sao i 14-40 Scale o 1:28.0 LOADING ( psf) SPACING 2-0-0 CSI DEFL in Ooc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LU -0.02 7 >999 M1120 2491190 TCDL 7.0 Lumber Increase 1.33 SC 0.37 Vert(TU -0.14 2-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TU 0.01 6 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft - 360 Weight: 72 lb LUMBER BhACING TOP CHORD 2 X 4 SYP No.213 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 SYP No.2D SOT CHORD Rigid ceiling directly applied or 9-4-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 6-651/Mechanical, 2-75410-8-0 Max Horz•2 6224(load case 3) Max Uplift 6--234poad case 3), 2--286(load case 3) FORCES ( lb) - First Load Case Only TOP CHORD 1-2=14, 2-3--972, 3-4=-594, 4-5--544, 5-6=-601 BOT CHORD 2-7-884, 6-7=0 WEBS 3-7--366, 4-7=-125, 5-7=681 NOTES 1) This truss has been designed for the wind loads generated by 100 mph winds at 15 ft- above ground level, using 5.0 psf to chord dead load and 5.0 psf bottom chord dead load, 60 mi from hurricane oceanline, on. an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 6 and 286 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard APR 09 2002 AvvA uwG - verm deagn pammetam and Rmv Norzs odY>rslil>s AND Rsvd aw, miS Bz"J a use. Design valid for use only with Welt connectors This design is based only upon parameter drown, and is lot an individual building component to be installed and boded vertically. Appacabmty, of design parameters and proper trxxxporatbn of component is wiporulbmty of buadtrp designer - not truss designer. Bracing shown is lot lateral support of individual web member only. Addltbnal temporary brachg to Insure dcb0V during construction is the responsblsty of the erectot. Addltbnal permanent kxNchg of the ovelcl structure is the tesporobmty, of the building designer. For general guidance regarding fabrication, quality conhoL staage, delivery, erection and btactrp, consult CST-87 Cuattly Standard. DSB-89 Bractng Speclllcatlon, and HIB-91 Hand&* tnsfatWlg and Bracing RKammendallon avallabb from Truss Plate Institute. 5113 D'Onofrb 09lve. Madison, WI $3719. A% Vi! 0 MiTeke 1905 G.: 191-1.1 FROI-I P. 1 CITY OF SANFORD PLUMBING PERMIT' Al, LIC TI LNParmitNumber: Dale: I lie undefsiyned liereby applies for a permit to install Ilse following plumbing: n Ownef s Name: Address of Job: C Residential: Non-Resideiviial: By Signing This application I at staling lhal I Bill in cumpliance wiU1 City of Sanford Plumbing Code. Appti (it Signature 4A0QPSlateLicenseNumber ME 9 I TT — CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: L Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Address of Job: Mechanical Contractor: Residential I n /] C. // ., D'L Non -Residential State License Number iiva uu u auu utia®na®wiaa THIS INSTRUMENT PREPARED BY: Patricia L. Coupon D.R. Horton, Inc. 6250 Hazeltine National Drive, Ste.: 102 Orlando, Florida 32822 MWRYANNE MORBE9 CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK e4327 PG 1597 CLERK'S 1t 2002832797 RECORDED 0E/15/2W 12189114 PM RECORDING FEES 6.00 RECORDED BY L WoodIty RECORD AND RETURN TO: D.R. Horton Inc. 6250 Hazeltine National Drive, Ste.: 102 '( Col ck i,- (I L Orlando, Florida 32822 NOTICE OF COMMENCEMENT Prepare in duplicate) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following inforniation Is provided in the Notice of Commencement. Description of property: Lot(s) 17, 27, 30, and 60 Bakers Crossing Phase 1 Plat Book 60, Page(s) 27- 29, Public Records of Seminole County, Florida General description of improvements: Single Family Dwelling Owner(s): D.R. Horton, Inc., a Delaware Corporation Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Owner's interest in site of the improvements: Fee Simple Fee Simple Title Holder (if other than Owner): Name: Phone N: Address: Fax N: OI Contractor: D.R. Horton, Inc. Phone: N: Fax N: Address: 6250 Hazeltine National Drive, Ste.: 102, Orlando, FL 32822 Surety (if any): Address: Phone N: Amount of bond: $0.00 Fax N: Lender: Phonc N: Address: Fax N: Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7, Florida Statutes: Name: Address: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: Name: Address: Expiration date of Notice of Commencement: (the expiration date is one (1) year from the date of recording unless a different date is specified): _ D.R. Horton, Inc. 0 by: Ro A. Lawson, Asiistant Secretary Corporate Seal) STATE OF FLORIDA COUNTY OF ORANGE The foregoing Instrument was acknowledged before me this 1 day of ,_OOL by Robert A. Lawson, Assistant Secretary of D.R. Horton, Inc., aDelaware Corporation, on behaTf of the —corporation. He/She is personally known to me. Notary Public, State and County Aforesaid i-i `, i+AT111CIA L. COULTON m' comm Enp. 7/26/2002 Faeuc No. CC 762427 Al CritTlriL;) `1: Personalty K.•r , I I Other LUMARYAW— CLERK OF CIR, Notary Seal SEMINO CO U NT7. riIf DEPUTY tl,.Fr. x CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: 07i—S2-0 Date: Z-0 -Oy The undersigned hereby applies for a permit to install the following electrical: Owners Name: - Address of Job: ,3i-1 CI id Q Sc aie, Cil—. Lo 27 Electrical Contractor: (.0 &,e-Ti5in 9_det_, ') C . Residential: ` Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential) New Residential: AMP Service S .Utz New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: .Q ell U Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Cgde. Y lvz Applican s ignature Ee- - oa State License Number Limited Power Of Attorney I hearbv name and appoint: Craig Coulton and 1 rj each agent's of D.R. Horton Inc. To be my lawful attorney in fact to act for me and ply The Building Dept. of: l ' I t(2saR ryi For a residential permit for work to be performed at: i iton Lot # : 2q Subdivision : fAke0s Cross" h Address: 31q a\jtE0(Xte (2Z - And to sign my name and do all things that are necessary to this appointment. Richard B. Ladd CBC055300 Contractor State Registration Number Signature of Contractor This foreaoing instrument was acknowledged before me this: W o is personally nown to me. State of Florida County f Ora Notary ub is Ignature By: Richard B. Ladd ( Contractor ) 9pF v PATRICIA L. COULTON TARY o My Comm Exp. 7/26/2002 Pusuc No. CC 762427 Penwway Krwwn I I Othu I.D. Notary Seal 1 APEX PEST OO -rROH- Sentricon* Colony Elimination System Pretreatment Plan Agreement Date of Install : Contract Number PUCHASERS NAME AND ADDRESS Name -D-2 . J T Address (02_5D 1 62L, t"L t M 1. N I I(T- City/State/Zip tAN . SLg2Z Phone & Sentdcw CWWy tltmliWU= Quarterly Payment Amount $S First payment due on the Install Anniversary Date) Any payment deemed 30 days past due will result in the cancellation of this Warranty and justify removal of the Sentricon System. CUSTOMERS NAME AND ADDRESS Name Address City/State/Zip_ Phone & Email INSTALLATION ADDRESS: l = 'n AKER 5 CQz&S tJC SPECIAL OR ADDITIONAL COMMENTS NOTIFICATION STICKER LOCATED: sz_V- DAMAGE REPAIR WARRANTY From the date of installation of the Sentricon* Colony Elimination System, Apex will warrant the structure(s) against subterranean termite damage. If subterranean termite damage occurs to the described property during the warranty period, Apex will, upon notification and inspection, arrange for the necessary repairs and pay the cost of labor and materials not to exceed $1,000,000. Apex may chemically treat the affected area of the property at no additional cost to the Customer. THE UNDERSIGNED CONSENTS TO AND AUTHORIZES THE WORK CONTEMPLATED HEREIN, AND FURTHER AGREES THAT THE TERMS AND CONDITIONS STATED ON EITHER SIDE OF THE AGREEMENT SHALL GT THE R,X IONSHIP OF THE PARTIES. Apex Representative Signature Date Customer or Agent gignature Date Apex Pest Control Inc., (Apex) will, in substantial compliance with all federal, state, and local laws, rules, and regulations, and all applicable recommendations contained in literature provided. by DowElanco: 1. install Sentricon* stations (the Stations) in the soil around the outside perimeter of the structure(s). 2. monitor those Stations for twelve months from the date hereof; 3. during those years, add Recruit* termite bait and remove it from the Stations as appropriate; and 4. during those years, inform the Customer of: a. any new or increased termite activity noted at the Stations b. any addition or removal of Recruit* of Recruit" termite bait; and C. any observed effect of the Sentricon* Colony Elimination System (Sentricon) on termite activity. The Company will extend this Service Commitment following the original twelve month obligation. The Sentricon Pretreatment Plan may be maintained for the LIFETIME of the identified property subject to the terms and conditions of this agreement for $ Wiper quarter (3mo period) payable on or before the end of the previous monitoring period. After the fifth year, and each year thereafter, Apex reserves the right to revise the quarterly payment amount, not to exceed 10% per year. The Customer warrants full cooperation with Apex during the term of this Agreement, and agrees to maintain the area(s) baited free from any factors contributing to infestation such as wood, trash, lumber, direct wood -soil contact, standing water under pier type structure, or as noted in "Special or Additional Comments". The Customer also agrees to notify Apex of and eliminate faulty plumbing; leaks; dampness from drains; condensation or leaks from the roof or otherwise into, onto, or under the area(s) baited. At no time will damage caused to any portion(s) of the Structure(s), even by an active wood destroying insect infestation, be the responsibility of Apex in areas where any of the conditions described in this Paragraph exist. Failure of Apex to alert the Customer to any of the above conditions does not alter the Customers responsibility under this paragraph. DISCLAIMER: COMPANY DISCLAIMS ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING STATUTORY WARRANTIES, AND SPECIFICALLY DISCLAIMS ANY IMPLIED WARRAINTES OF MERCHANTABILITY, FITNESS FOR A PARTICULAR PURPOSE, OR WARRANTY OF WORKMANLIKE SERVICE. FURTHER, COMPANY HAS MADE NO AFFIRMATION OF FACT OR PROMISE RELATING TO THE PRODUCT OR SERVICE PROVIDED HEREUNDER THAT HAS CREATED OR AMOUNTED TO AN EXPRESS WARRANTY. Customer expressly waives and releases any claims in any lawsuit, arbitration or other legal proceeding against Apex for negligence, torts, personal injury, death, violation of any statute, rule, or regulation, loss of use, diminution of value, economic, compensatory, incidental, consequential, exemplary, punitive, liquidated, treble, or special damages if any kind, and in no event shall Apex be liable for any amount greater that amount paid by the Customer to Apex for the service to be performed. r SENSITIVITY/PHYSICAL FACTORS: Customer understands and agrees that (1)it is the responsibility of all family members, visitors, guests, and/or other temporary or permanent occupants to consult a physician if necessary regarding any affects the Property treatment may have and (2)it is their responsibility to notify Apex in writing not less than two (2) days prior to treatment regarding any allergy or sensitivity concerning odors, dust, pollen, respiratory illness, or other condition that may be activated or exacerbated by the products and or techniques utilized by Apex. GENERAL TERMS AND CONDITIONS By specific reference hereto, the Customer understands that the general terms and conditions are hereby made part of this contract and apply without exception. 1. DOWELANCO OWNERSHIP OF SENTRICON* SYSTEM COMPONENTS: The Customer understands that: All components of the Sentricon *System (Components) are and will remain -to property of DowElanco. The Customer has no rights to any of the Components, and the Purchaser may not alter, remove, or modify the components in any way, other than the right to their use as installed by Apex on the Customer's premises under this agreement. 2. On expiration or termination of this Agreement, Apex and DowElanco or its representative are authorized by the Customer to retrieve from the Customer's premises the Stations and other Components contained therein for appropriate disposition. 3. If Apex, for whatever reason, ceases to represent or to be authorized to represent, the Sentricon* System a. Apex will: (1)so notify the Customer; (2)offer Customer the alternatives of either using a different form of termite protection or discontinuing the relationship(note: Conventional `liquid barrier" method of termite control may not offer an effective means of controlling certain termite infestations of certain structures. In such event Apex may not be able to offer a different form of termite protection, and therefore may have to discontinue the relationship.); (3)if the Customer and Apex (Parties) agree on use of a different form of termite protection, give the Customer credit for service paid for but not yet received; (4)if the Customer elects to discontinue the relationship, or if Apex cannot offer an effective different form of termite protection, refund to the Customer an amount equal to the fee paid for services not yet received, and; (5)retrieve, or advise DowElanco or its representatives where to retrieve, the Components from the Customer's premises; and b. the Customer will; (])grant Apex and DowElanco or its representative reasonable access to the premises for the retrieval of the Components; and; (2)either agree with Apex on the use of a different form of termite control or elect to discontinue this relationship. ADDITIONS AND/OR ALTERATIONS This Agreement covers the Structure(s) identified herein as of the date of the initial installation. Prior to; (])the Structure(s) being structurally modified, altered, or otherwise changed or; (2) to any termiticide being applied on or close to the location of any Station, or; (3) soil is removed or added around the foundation, or; (4) any tampering of baiting equipment or supplies occurs, the Customer will immediately notify Apex in writing. Failure to notify Apex in writing of the events listed above may void this Agreement. Additional services because of any alteration, addition, or other such event, may be provided by Apex at the Customers expense, and may require and adjustment in the annual fee. DAMAGE RELATED TO SERVICE Apex will exercise due care while performing any work hereunder in avoidance of damaging any part of the Customer's property, plants, or animals. Under no circumstances or conditions shall Apex be responsible for damage caused at the time the work is performed except those damages resulting from gross negligence on the part of Apex. PAYMENT/DEFAULT. All payments due pursuant to this Agreement shall be made at the Apex Corporate Headquarters located in Merritt Island, Brevard County, Florida. In the event of failure to make payment when due, or any other default by Customer (1) Apex may without notice, terminate this Agreement and pursue all other available remedies, which shall be cumulative, and (2) interest shall accrue at the highest rate allowed by law during the period of any delinquency, and (3) Customer agrees to pay all costs and attorneys fees incurred by Apex, whether or not suit is brought. VENUE/SEVERABILITY. Venue for any and all legal proceedings shall be in Brevard County, Florida. If any part of this Agreement is held to be invalid or unenforceable for any reason, the remaining terms and conditions of this Agreement shall remain in full force and effect. CHANGE IN LAW. In the event of a change in applicable law as it pertains to the services promised herein, Apex reserved the right to revise the annual extension charge or terminate this Agreement. DISCLAIMER/CONDUCIVE CONDITIONS Apex's liability under this Agreement will be terminated if Apex is prevented from fulfilling its responsibilities under the terms of this Agreement by any reason of delays in transportation, shortages of fuel/or materials, strikes, embargoes, fires, floods, hurricanes, storms, quarantine restrictions, or any other act of God or circumstances beyond the control of Apex. Apex disclaims any liability for special, incidental, or consequential damages. This Agreement does not cover and Apex will not be responsible for; (1)termite damage resulting from water leakage; (2)termite damage resulting from masonry failure or grade alterations; 3)termite damage resulting from direct wood to soil contact; (4)furniture and contents; (5)areas of existing damage unless areas have been repaired by Customer's evidence of receipts. ARBITRATION. Not withstanding any provision contained herein regarding litigation, in the event of any dispute arising hereunder, Customer agrees to submit the dispute to the least expensive procedure of arbitration in accordance with the rules and procedures for commercial arbitration of the American Arbitration Association or any successor organization, and in accordance with and subject to all the provisions of the Uniform Arbitration Act as in force in the State of Florida, or the Federal Arbitration Act, 9 U.S.C. section 1, et seq. The proceeding shall be governed by one arbitrator, and the location of arbitration will be Brevard County, Florida at the offices of Apex or its designee. The arbitrator will have the complete power to determine all issues of fact and law, and any determination of the arbitrators will be final and conclusive, and binding on both parties. Customer agrees that any such arbitration shall be conducted on an individual basis, and not a class wide basis. Apex shall recover all fees, costs, and attorneys fees associated with the arbitration proceeding. ENTIRE AGREEEMENT. The service Agreement signed at the time of purchase constitutes the entire Agreement between the parties and no other representations of statements will be binding on the parties. REFUNDS. Apex at any time on or after 36 (thirty-six) months from the initial date of installation, terminate this Agreement and be relieved of any liability hereunder if Apex determines, in its sole discretion, that it is unable to prevent or stop further damage to Property from subterranean termite activity. Partial refunds may be made under the discretion of Apex Pest Control Inc. NOTICE OF CLAIMS, ACCESS TO PROPERTY. Any claims under the terms of this Agreement must be made immediately in writing to The Apex Corporate Office. Apex is only obligated to perform under this Agreement if the Customer allows Apex access to the identified Property for any purpose contemplated by this Agreement, including but not limited to re -inspection, whether the inspection was requested by the Customer or considered necessary by Apex. LIMITED ASSIGNABILITY. This Agreement is assignable by Customer for a period of 1 (one) year from its effective date. After this initial 12 (twelve) month period, Customer may transfer or assign this Agreement with a $50..00 transfer fee payable to Apex within 30 thirty) days of the transfer of the treated Property. Trademark of DowElanco Brevard Area Orlando Area Tampa/Sarasota Area 508 S Plumosa St. 7006 Stapoinr. Ct. #G 5314 Faulkenburg Rd N Merritt Island, FL 32952 Winterpark, FL 32792 Tampa, FL 33510 407-459-2847 407-858-0540 813-221-2847 800-929-2847 888-764-2847 877-459-2847 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR :RESIDENTIAL BUILDING PERMIT 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences) 2. Two (2) complete sets of construction design drawings drawn to scale, Complete sets to include: a. Foundation plan indicating foot:er sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, location(s), landings, decks and stairs. Bathroom fixtures and distances from walls are to be shown. R Note the State of Florida requirements for bath door for compliance of Handicapped Code (F.S. 553, Part 5) C. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing inter and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: Garages/Carports S.F. Porch(s)/Entry(s) / S.F. Patio(s) S.F. Conditioned structure S.F. Total (Gross Area) S.F. 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97) 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Cl 5. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system Atconnectiontobemade. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 W. Airport Blvd,Sanford, FI (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 aDDlication. 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 UPOIv 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 / fireWRII 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building final 15. Other DATE ' 4 %4 SIGNATURE ny Owner or Authorized Agent) ENG114EERING PERMIT CRMIt No 6z.-_5zL This permit shall autliomc work to be done in t is City of Sanford based on (lie approved construction plans andtheinformationprovidedbelow: Right -of Way Utilization .................. Orivc—way................. Applicant Namcll_C_ & , L_b-t1j firm: PI(onc:t:5ST}—ilol(Ual'I---.... Project Location of Address:-_- L(D-T— fZ Q S Crisl Title of Al)provcd Oovclojimcnt plans: Schedule of Work: from To Approv,il Oatc: Emergency Rcpairs....... Proposed Activity: Driveway Installation ....... Acrial Utilities ....... Underground Utilities ....... Oore and Jack ....... Open Cutting of Roadway ....... Sidewalk Installation ....... Other ....... Specific Description: 4..44.4416....1144.44.4.4.4..44444...444.444444.444.4.44..460* 04............ 0 a 4 0 0 0 4 # * ERcavation information: Total Lcngtit _(M Humber of Open Roadway Cuts Acrial Information: Lcngtlt (FTI Number of Poles (Exis(ing) (Ncw) It is understood and agreed that (lie rights and privileges herein set out ere granted only to tilt extent of tilt City of Sanf ord's jurisdiction and (lie righ(, title, cr interest in lice land to be entered and -used by the permittee. The permittcc slta(l at all times assure ell risks of and Indemnity, defend, save harmless tilt City of Sanford from end against all'loss, cost, damage, ar expense arisiq in any manner on account of the permit request by said permittee of [lie foresail rights and privileges. In cite event of any future construction of roadways, utilities, stormwater facilities,or any general maintenance activities by the City becomes in conflict with (fie above permitted activity, the permittee shall removo andlor relocate as necessary at no cost to tite City of Sanford, insofar as such facilities are within the public right - Of -way. 'CALL TIiC f UDLIC WOR S DCf T. AT 330.5G81 TO SCHEDULE A PRUOUR INSPECTION ' APPLICANT SIGNATURE ' . OATC Reviewed: Public Works. Date __ Utilities _ Oale All I'll 0VH) Entlin itruin 11 i1. III i CITY OF SANFORD PERMIT APPLICATION Permit No.: Job Address: Permit Type: Building Electrical Mechimical Plumbing Fire Alar%n1Sprinkkr Description of Work: F Additional Information for Electrical & Plumbing Permits Electrical: —Addition/Alteration _Change of Service Temp)rary Pole New AMP Service of AMPS ) Plum bing/Residential: Addition/Alteration New Conmuction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines a3 q 32 L\ e0-1Q. Occupancy Type: Residential _Commercial _ Industrial Total Sq Ftg: Value of Work: S Type of Construction: hLrC,- Flood Zone: Number of Stories: Number of Dwelling Units: i Parcel No. C Date: ow tYP. 0902 Attach Proor of Ownership & Legal Description) Owner/Address/Phone: 7)0 T-NO- `07l05-q -QlO P2S0Z h fJ Nv-DNoI 2 _ { l Oo1 QfL ihN`sY , EL 3 2 3Z Z Contractor/Address/Phone: -RiCt,-,aD e> Sk 102- ate)_ State License Number. C ( 055 Contact Person t F1TTl 0001 Phone & Fax Number. A0T/i -q l01 40 Title Holder (If other than Owner): N N- Address: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer Phone No.: Address: 400 NSR• 434 St 32:1 Fax No.: 40:4 ('--194 - 40=a Application is hereby made to obtain a permit to do the work and instillations as indicated I certify that no work or insiallation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCLIivIENT 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 go trnmental 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 Ljw, FS 713. L_ e.-4"G— Si . lure of Owner/Agent Date Signature f Contractor/Agent Date Print Owner/,ent'gNfime It Print Q traclor Agent's Na#x Signature TON CC. 762427 i I od w LD. Owner/Agent is Personally Known to Me or Produced ID PAZWIA L. COULTON My Comm Exp. 7/26/2002 No. CC 762427 Av YiiOwn 1100.I.D. Contractor/Agent is Produced ID Date Personally Know to Me or APPLICATION APPROVED BY: Date: Special Conditions: -s is h FORM 60OA-97 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING (CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 1965 Address: 3lci Gt {c am -_ Ct City, State5c,0 61c\ (-1 owner: D. \ Climate Zone: Central I . New construction or existing New - 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I - 4. Number of Bedrooms 4 - 5. Is this a worst case? Yes - 6 Conditioned floor area (ft') 1967 ft' 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SC/SHGC - single pane d. Tint/other SC/SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage b. N/A 222.0 ft' _ 0.0 fl' _ 0.0 ft' _ 0.0 ft' R=0.0, 202.0(p) ft - R=3.0, 1026.0 IV _ R=1 1.0, 28.0 ft' _ R=1 1.0, 302.0 ft' - R=19.0, 2005.0 fl' - Sup. R=6.0, 1.0 ft _ Builder: Permitting Office: Permit Number: Jurisdiction Number: 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 DR HORTON c. Conservation credits FIR -Heat recovery, Solar DHP-Dedicated heat pump) 15. 14VAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-14-Multizone heating) Glass/Floor Area: 0.11 Total as -built points: 27934.00 PASSTotalbasepoints: 29729.00 I hereby certify that the plans and specifications covered I by this calculation are in compliance with the Florida Energy Code. PREPARED BY: 16' 1-41 DATE: \L Ok I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: 1k'(:: C\C - DATE: , %(-t C:t EnergyGauge® (Ver; Cap: 36.0 kBtu/hr - SEER: 10.30 Cap: 36.0 kBtu/hr - HSPF:6.90 - Cap: 50.0 gallons - EF: 0.86 - 1 i Review of the plans and '(HE S7. specifications covered by this tioF = gTFo calculation indicates compliance - - 4 with the Florida Energy Code. iti/I Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. °D BUILDING OFFICIAL: bxx_" DATE: ion: FLRCNA-200) FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , 11MUTH1111111111H BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1967.0 42.08 14897.9 Single, Clear NW 1.0 6.0 32.0 37.74 0.97 1172.9 Single, Clear NE 1.0 6.0 23.0 43.65 0.97 974.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1627.2 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 813.6 Single, Clear SE 1.0 6.0 16.0 56.64 0.96 873.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.96 873.2 Single, Clear SE 1.0 8.0 54.0 56.64 0.99 3034.9 Single, Clear NE 1.0 6.0 33.0 43.65 0.97 1398.6 As -Built Total: 222.0 10768.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adajcent 302.0 0.7 211.4 Concrete, Int Iisul, Exterior 3.0 1026.0 1.40 1436.4 Exterior 1054.0 1.90 2002.6 Frame, Wood, Exterior 11.0 28.0 1.90 53.2 Frame, Wood, Adjacent 11.0 302.0 0.70 211.4 Base Total: 1356.0 2214.0 As -Built Total: 1356.0 1701.0 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM Points Under Attic 1967.0 0.60 1180.2 Under Attic 19.0 2005.0 1.10 2205.5 Base Total: 1967.0 1180.2 As -Built Total: 2005.0 2205.5 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 202.0(p) 31.8 6423.6 Slab -On -Grade Edge Insulation 0.0 202.0(p) 31.90 6443.8 Raised 0.0 0.00 0.0 Base Total: 6423.6 As -Built Total: 6443.8 INFILTRATION Area X BSPM Points Area X SPM Points 1967.0 14.31 28147.8 1967.0 14.31 28147.8 EnergyGauge® DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 60OA-97 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 40141.1 Summer As -Built Points: 36566.0 Total Summer X System Points Multiplier Cooling Points Total X Component: Cap Ratio X Duct X Multiplier System X Multiplier Credit Multiplier Cooling Points 40141.1 0.3577 14358.5 36566.0 36566.0 1.000 1.00 1.048 1.048 0.331 0.331 1.000 1.000 12686.9 12686.9 EnergyGaugeTm DCA Form 60OA-97 EnergyGauge®/RaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES X Conditioned X BWPM = Points Overhang18 Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Points 18 1967.0 4.79 1695.8 Single, Clear NW 1.0 6.0 32.0 12.23 1.00 390.6 Single, Clear NE 1.0 6.0 23.0 12.00 1.00 276.1 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.2 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.1 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.4 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.4 Single, Clear SE 1.0 8.0 54.0 8.34 1.01 455.9 Single, Clear NE 1.0 6.0 33.0 12.00 1.00 396.1 As -Built Total: 222.0 2238.8 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adajcent 302.0 1.8 543.6 Concrete, Int Insul, Exterior 3.0 1026.0 3.80 3898.8 Exterior 1054.0 2.00 2108.0 Frame, Wood, Exterior 11.0 28.0 2.00 56.0 Frame, Wood, Adjacent 11.0 302.0 1.80 543.6 Base Total: 1356.0 2651.6 As -Built Total: 1356.0 4498.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM Points Under Attic 1967.0 0.60 1180.2 Under Attic 19.0 2005.0 1.00 2005.0 Base Total: 1967.0 1180.2 As -Built Total: 2005.0 2005.0 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 202.0(p) 1.9 383.8 Slab-On-Gracle Edge Insulation 0.0 202.0(p) 2.50 505.0 Raised 0.0 0.00 0.0 Base Total: 383.8 As -Built Total: 505.0 INFILTRATION Area X BWPM Points Area X WPM Points 1967.0 0.28 550.8 1967.0 0.28 550.8 EnergyGauge® DCA Form 60OA-97 EnergyGauge®/FlaRES'97 FLRCNA-200 FORM 60OA-97 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE 1 AS -BUILT Winter Base Points: 4767.0 Winter As -Built Points: 8954.6 Total Winter X System = Points Multiplier Heating Points Total X Component Cap Ratio X Duct X Multiplier System Multiplier X Credit = Multiplier Heating Points 4767.0 1.0730 5115.0 8954.6 8954.6 1.000 1.00 1.073 1.073 0.495 0.495 1.000 1.000 4752.6 4752.6 EnergyGaugeTm DCA Form 60OA-97 EnergyGauge& RiRES'97 FLRCNA-200 FORM 60OA-97 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:. , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.86 4 1.00 2623.63 1.00 10494.5 As -Built Total: 10494.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 14358.5 5115.0 10256.0 29729.5 12686.9 4752.6 10494.5 27934.0 CUSS SHE ST,q 0 C l EnergyGaugeT"" DCA Form 60OA-97 EnergyGauge0/FIaRES'97 FLRCNA-200 FORM 60OA-97 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , ee HA WMI roA'rinnl OrMllr-TInN rnMPI IANCF CHECKLIST PERMIT #: COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and Floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed lo, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame: floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2' clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, lested. story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Multi Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. r-r, r r.cni.n nri ic secs c"occ• 1. 6 %'^ . 4. — evnenrinrl by nil rncirinnrnc 1 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 (.gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 61.2.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily ac_essible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-97 EnergyGauge®/F'aRES'97 FLRCNA-200 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 81.8 The higher the score, the more efficient the home. I. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 36.0 kBtu/hr - 3. Number of units, if multi -family I SEER: 10.30 - 4. Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 1967 ft' c. N/A 7. Glass area & type a. Clear - single pane 222.0 tl' 13. Heating systems b. Clear - double pane 0.0 ft' a. Electric Heat Pump Cap: 36.0 kBtu/hr - c. Tint/other SC/SHGC - single pane 0.0 11' HSPF: 6.90 - d. Tint/other SC/SHGC - double pane 0.0 fi' b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 202.0(p) R 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=3.0, 1026.0 R' EF: 0.86 - b. Frame, Wood, Exterior R=11.0, 28.0 n' b. N/A c. Frame, Wood, Adjacent R=1 1.0, 302.0 IV- 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, 2005.0 IV 15. HVAC credits 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. A14: Garage Sup. R=6.0, 1.0 R RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) CKE srgT in this home before final inspection. Otherwise, a new EPL Display Card will be completed 04 ti based on installed Code compliant features. Builder Signature: t E k ; , Date: I t • tci G I Address of New Home: 3tq C 's , t City/FL Zip: kt(C o F 1 3 G l i f COD WE NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPA/DOE EnergyStart 'designation), your home may qualifyfor energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 4071638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. EnergyGauge® (Version: FLRCNA-200) RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AICR CONDITIONING,R 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 For: D.R.HORTON Notes: Job: 1965 11 /16/98 Weather: Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Inside db 70 OF Outside db Inside db 93 75 OF OF OFDesignTD32OFDesignTgD18 Rellative hhumidity 50 Moisture difference 43 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 33617 Btuh 0 Structure Ventilation 24414 990 Btuh BtuhVentilationaircfm Ventilation air loss 0 Btuh Design temperature swing 3.0 OF Design heat load 33617 Btuh Use mfg. data Rate/swing multiplier n 0.98 Infiltration Total sens. equip. load 24896 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Internal gains 1150 Btuh Ventilation 1474 Btuh Heating Cooling Infiltration 3100 Btuh Area (ft2) 1967 1967 Total latent equip. load 5724 Btuh Volume (ft') 15736 15736 Air changes/hour 0.8 0.4 Total equipment load 30620 Btuh Equiv. AVF (cfm) 210 105 Heating Equipment Summary Cooling Equipment Summary Make TRANE Make TRANE Trade Trade Efficiency 6.9 HSPF Efficiency 10.3 EER Heating input 0 Btuh Sensible cooling 24850 Btuh Heating output 0 Btuh Latent cooling 10650 Btuh Heatin temp rise 0 OF Total cooling 35500 Btuh Actualeating fan 0 cfm Actual cooling fan 1200 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.049 cfm/Btuh Space thermostat Load sensible heat ratio 82 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ti wrjghtsoft Right -Suite Residential'" 5.0.33 RSR2601(t 2000-Oct-13 09:58:58 ACCK E:\Files\drhorton\1965\1965.rsr Page 1 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 1965 11/16/98 109 COMMERCE STREET. LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 PrnrPriure A - Winter Infiltration HTM Calculation* 1. Winter infiltration AVF 0.8 ach x 15736 ft' x 0.0167 = 210 cfm 2. Winter infiltration load 1.1 x210 cfm x 32 OF Winter TD = 7400 Btuh 3. Winter infiltration HTM 7400 Btuh / 260 ft2 Total window = 28.5 Btuh/ft2 and door area Procedure B - Summer Infiltration HTM Calculation 1. Summer infiltration AVF 0.4 ach x 15736 ft' 2. Summer infiltration load 1.1 x105 cfm x 18 3. Summer infiltration HTM 2081 Btu h / 260 ft2 x 0.0167 = OF Summer TD = Total window = and door area 105 cfm 2081 Btuh 8.0 Btuh/ft2 Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist.diff. x 105 cfm = 3100 Btuh Procedure D - Equipment Sizing Loads 1. Sensible sizing load Sensible ventilation load 1.1 x 50 cfm vent. x 18 OF Summer TD = 990 Btuh Sensible load for structure (Line 19) + 24414 Btuh Sum of ventilation and structure loads = 25404 Btuh Rating and temperature swing multiplier x 0.98 Equipment sizing load - sensible = 24896 Stuh 2. Latent sizing load Latent ventilation load 0.68 x 50 cfm vent. x 43 gr/lb moist.diff. = 1474 Btuh Internal loads = 230 Btuh x 5 people + 1150 Btuh Infiltration load from Procedure C + 3100 Btuh Equipment sizing load - latent = 5724 Btuh Construction Quality is: a No. of Fireplaces is: 0 Bold/Italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. S. W rig i7tSC)ft Right -Suite Residential*" 5.0.33 RSR2601E 2000-00-13 09:58:58 Ck E:\F1les\drhorton\1965\1965.rsr Page 1 RIGHT-J WORKSHEET Entire House A DEL AIR HEATING,AIR CONDITIONING,R Job: 1965 11/16/98 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: 7th Ed. 1 Name of room Entire House LIVING LAUNDRY M/BTH 2 Length of exposed wall 202.0 ft 54.0 ft 10.0 ft 6.0 ft 3 Room dimensions A.0 x 13.0 ft 10.0 x 6.0 ft 9.0 x 18.0 ft 4 Ceilings Condit. Option 8.0 ft heat/cool d 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft heat/cool TYPE OF CS HT Area Load (Btuh) Area Load (Btuh) Area Load (Stuh) Area Load (Btuh) EXPOSURE NO. Htg Clg ft') Htg Clg W) Htg I Clg ft') Htg I Clg W) Htg I Clg 5 Gross a 14B 4.6 2.1 1248 320 0 0 0 0Exposedb122.9 1.9 48 48 80 48 walls and c 13C 3.2 1.2 320 64 0 partitions d 0.0 0.0 0 0 0 e f 0.0 0.0 0.0 0.0 0 0 0 0 00 00 6 Windows and a 1C 37.0 168 6209 55 2033 0 0 0 0 0 0 glass doors b 8C 37.0 54 1996 0 0 0 0 0 0 0 0 Heating c 9A 29.9 0 0 0 0 0 0 0 0 0 0d0.0 0 0 e 0.0 0 0 0 0 0 0 0 0 f 0.0 0 0 0 0 0 0 0 0 7 Windows and North 20.4 16 325 3 59 0 0 0 0 glass doors NE/NW 39.4 80 3152 32 1261 0 0 0 0 0 Cooling E/W 0.0 0 0 0 0 0 0 0 SE/SW 47.4 126 5975 20 953 0 0 0 0 South 0.0 0 0 0""' 0 0 0 0 0 Horz 0.0 0 0 0 0 0 0 0 0 8 Other doors a 10 14.7 9.9 38 559 378 20 294 199 18 265 179 0 0 0 b 10 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 148 4.6 2.1 1026 4728 2113 265 1221 546 0 0 0 0 0 0 exposed b 12C 2.9 1.9 28 81 54 28 81 54 0 0 0 0 0 0 walls and c 13C 3.2 1.2 302 951 353 64 202 75 62 195 73 48 151 56 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16C 1.7 2.2 2005 3400 4463 403 683 897 60 102 134 162 275 361 b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 202 5236 0 54 1400 0 10 259 0 6 156 0 Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 Perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 Floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 128.5 1 8.0 2601 7400 20811 75 2135 600 181 512 1441 0 01 0 13 Subtotal loss=6+8..+11+12 30561 8048 1334 581 Less external heating 0 0 0 0 Less transfer 0 0 0 14 Duct loss 100 3056 100 805 100 133 100 58 15 Total loss = 13+14 33617 8853 1467 640 16 Int. gains: People @ 300 5 1500 0 0 0 0 0 0 Appl. @ 1200 2 1800 0 0 1 600 0 0 17 Subtot RSH gain=7+8..+12+16 22195 4644 1129 417 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 10° 2219 100 464 10° 113 100 42 19 Total RSH gain=(17+18)'Pl 1.00 24414 1.00 5108 1.10 1242 1.00 458 20 Air required (cfm) 0 1200 0 251 0 61 0 23 Printout certified by ACCA to meet: all requirement's of Manual J 7th Ed. wrig ht50 Ft Right -Suite ResldentialT" 5.0.33 RSR26016 2000-Oct-13 09:58:58 ACCK E:\F11es\drhorton\1965\1965.rsr Page 1 RIGHT-J WORKSHEET Entire HouseItDELAIRHEATING,AIR CONDITIONING,R Job: 1965 11/16/98 109 COMMERCE STREET, LAKE MARY. FL 32746-6206 Phone: (407) 831-2665 MANUAL J: 7th Ed. 1 2 Name of room Length of exposed wall M/BR 33.0 ft EIR 2 11.0 ft BR 3 26.0 ft BR 4 11.0 ft 3 Room dimensions 14.0 x 17.0 ft 11.0 x 14.0 ft 14.0 x 12.0 ft 11.0 x 11.0 ft 4 Ceiings Condit. Option 8.0 ftheat/cool 8.0 ft heat/cool 8.0 ftheat/cool 8.0 ft heat/cool TYPE OF CS1 HTM Area Load( tuh) Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) EXPOSURE I NO. Htg I Clg ft') Htg Clg ft') Htg Clg ft') Htg Cig ft') Htg Clg 5 Gross a 14 4.6 2.1 136 88 208 0 88 0 Exposed b122.9 1.9 0 0 0 0 walls andc133.2 1.2 128 0 0 partitions d 0.0 0.0 0 0 0 0 0 e f0. 0 0.0 0.0 0.0 0 0 0 0 0 0 6 Windows and a 1C 37.0 32 1183 16 591 16 591 16 591 glass doors b 8C 37.0 0 0 0 0 0 0 0 0 Heating c 9A 29.9 0 0 0 0 0 0 0 0 0 0 d0. 0000000'"" e 0. 0 0 0•"" 0 0 0 0 0 0 1`1 1 0.0 0 0 0 0 0 0 0 0 7 Windows and North 20.4 0 0 0 0 2 41 2 41 glass doors NE/NW 39.4 32 1261 16 630 0 0 0 0 Cooling E/ W 0.0 0 0 0 0 0 0 0 0 SE/SW 47.4 0 0 0 0 14 663 14 663 South 0. 0 0 0 0 0 0 0 0 0 Horz 0. 0 0 0 0 0 0 0 0 0 8 Other doors a 101 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 b 10C 14.7 9.9 0 0 0 0 0 0 0 0 0 0 0 0 c 0. 01 0.0 01 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14E 4.6 2.1 104 479 214 72 332 148 192 885 395 72 332 148 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 128 403 150 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16C 1.7 2.2 238 404 530 154 261 343 168 285 374 121 205 269 b 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 C 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 d 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e 0: 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0. 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 33 855 0 11 285 0 26 674 0 11 285 0 Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 Is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 121 Infiltration a 128.51 8.0 32 9111 256 16 4551 128 161 455 128 16 455 128 13 Subtotal loss=6+8..+11+12 4235 1925 2890 1869 Less external heating 0 0 0 0 Less transfer 0 14 Duct loss 100 423 100 192 10° 289 10-V 187 15 Total loss = 13+14 4658 2117 3179 2056 16 Int. gains: People @ 300 1 300 0 0 0 0 0 0 Appl. @ 1200 0 0 0 0 0'"•• 0 0 0 17 Subtot RSH gain=7+8..+12+16 2711 1250 1601 1250 Less external cooling 0 0 0 0 Less transfer 0 0 0 0 18 Duct gain 100 271 100 125 100 160 100 125 19 Total RSH gain=(17+18)•PLF 1.00 2982 1.00 1375 1.00 1762 1.00 1375 20 Air required (cfm) 0 147 0 68 0 87 0 68 Printout certified by ACCA to meet all requirement's of Manual J 7th Ed. wr gFitsoft Right -Suite ResidentialTM 5.0.33 RSR26016 2000.Oct-13 09:58:58 ACCK E:\ Fi1es\drhorton\1965\1965.rsr Page 2 RIGHT-J WORKSHEET Entire HousetDELAIRHEATING,AIR CONDITIONING,R Job: 1965 11/16/98 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 MANUAL J: 7th Ed. 1 Name of room FAMILY 33.0 ft K TCH/NOOK 18.0 ft BTH 0.0 ft2 3 Length of exposed wall Room dimensions 15.0 x 19.0 ft 13.0 x 17.0 ft 12.0 x 9.0 ft 4 Ceiings Condit. Option 8.0 ft heat/cool 8.0 ft heat/cool 8.0 ft heat/cool TYPE OF HTM Area Load (Btuh) Area Load (Btuh) Area Load (Btuh) Area EXPOSURE ICSN0. Htg Clg ft') Htg Clg ft') Htg Clg ft') Htg Clg Htg Clg 5 Gross a 14B 4.6 2.1 264 140 0Exposedb122.9 1.9 0 0wallsandc133.2 1.2 0 0 0".. partitions d 0.0 0.0 0 0 e f 0.0 0.0 0.0 0.0 0 0 0 6 Windows and a 1C 37.0 0 0 33 1220 0 0 0 0glassdoorsb8C37.0 54 1996 0 0 Heating c 9A 29.9 0 0 0 0 0 0 d 0.0 0 0 0 0 0 0 e 0.0 0 0 0 0 0 0 f0.0 0 0""' 0 0"""" 0 0"""" 7 Windows and North 20.4 5 99 4 85 0 0 glass doors NE/NW 39.4 0 0 0 0 0 0 0 0 0 0 0 Cooling ENV SE/SW 0.0 47.4 0 49 2329 29 1367 0 0 South 0.0 0""'" 0 0"""" 0 0 0 Horz 0.0 0""" 0 0 0 0""" 0 8 Other doors a 10C 14.7 9.9 0 0 0 0 0 0 0 0 0 b 101 14.7 9.9 0 0 0 0 0 0 0 0 0 c 0.0 0.0 01 0 0 0 0 0 0 0 0 9 Net a 14E 4.6 2.1 210 968 432 111 511 229 0 0 0 exposed b 12C 2.9 1.9 0 0 0 0 0 0 0 0 0 walls and c 13C 3.2 1.2 0 0 0 0 0 0 0 0 0 partitions d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16C 1.7 2.2 285 483 634 306 519 681 108 183 240 b 0.0 0.0 0 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 0 d 0.0 0.0 0 0 0 0 0 0 0 0 0 e 0.0 0.0 0 0 0 0 0 0 0 0 0 f 0.0 0.0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 0.0 33 855 0 18 467 0 0 0 0 Note: room b 0.0 0.0 0 0 0 0 0 0 0 0 0 perimeter c 0.0 0.0 0 0 0 0 0 0 0 0 0 is displ. d 0.0 0.0 0 0 0 0 0 0 0 0 0 for slab a 0.0 0.0 0 0 0 0 0 0 0 0 0 Floors) f 0.0 0.0 0 0 0 0 0 0 0 0 0 12 Infiltration a 128.51 8.0 541 1537 432 33 9391 264 01 0 0 13 Subtotal loss=6+8.,+11+12 5839 3656 183 Less external heating 0 0 0 Less transfer 0 14 Duct loss 100 584 100 366 10° 18 15 Total loss = 13+14 6423 4022 201 16 Int. gains: People @ 300 4 1200 0 0 0 0 App. @ 1200 0 0 1 1200 0 0 17 Subtot RSH gain=7+8..+12+16 5127 3826 240 Less external cooling 0 0 0 Less transfer 0 0 0 18 Duct gain 100 513 10° 383 100 24 19 Total RSH gain=(17+18)"PLF 1.00 5640 1.00 4208 1.00 264 201Air required (cfm) 01 277 0 207 01 13 Printout certified by ACCA to meet all requirement's of Manual J 7th Ed. wr-j0h1tsOft Right -Suite Residential- 5.0.33 RSR26016 2000-Oct-13 09:58:58 ACCA E:\Fi1es\drhorton\1965\1965.rsr Page 3 RIGHT-J WINDOW DATA I rDELAIRHEATING,AIF. CONDITIONING,R Job: 1965 11/16/98 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2665 W S D W G L S S O N A S O O W C W S N K I A L O T H V G N H V V H H N H D Y R L A W R A H L G C R R G T A A W L Z E M D G Z L O X Y T M R R LIVING a n ne a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 32.0 0.0 a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 23.0 2.9 LAUNDRY M/BTH MIBR a n nw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 32.0 0.0 BR 2 a n nw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 39.4 16.0 0.0 BR 3 a n sw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 BR 4 a n sw a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 16.0 2.0 FAMILY b n sw a c n 0 d 1 1 90 1.0 1.0 1.0 7.0 47.4 54.0 4.9 KITCH/NOOK a n se a c n 0 d 1 1 90 1.0 1.0 1.0 5.0 47.4 33.0 4.2 E-T H wright50't Rlght-Suite Residentlal*" 5.0.33 RSR26016 2000-Oct-13 09:58:58 ACCK E:\FilesVfr orton\1965\1965.rsr Page 1 All Duct Has R-6 Insulation Value C r-5 3.07-crX 3vo./ , S ft ) ELECTRICAL PLAN iv 1. Z-U :21 1 I :: f -. . . . . ........ — .. . I Clearance Gt 4Incnes Around Air Handier Per The The State Energy 5 ELECTRiCAL R15ER O yt) A/C SLAB BY BLDR MIN. 7 FROM SLOG. 3 00 G ,• .rR vA LAX E U) a U W `n 0. O N - J z a UU ATE: I I 9 8B IHEET J IN ill! IN. I laiiV_531 IN V h7a41 Mimi' " i 101 as 13-4-0 BRG.IN ENTRY B-6-0 8-6-o 9-4-0 BRG, UNLESS NOTED * r j-: —ALL BEARING WALLS TO BE PLACED I j t- I PLY HGR. GTICEII REVIEW ALL SPAN DIMENSIONS--BRG. S I PRIOR TO SETTING TRUSSES.. A. L 2 PLY NCR. IENIGNEERED DRAWINGS--LOADING--PITCH AND OVERHANGS1 WALLS SHOWN ARE TO BE BEARING.. A L 3 PLY HGR. I SIGNED APPROVAL- X JOB NUMBER: DR1965E DATE: 1-11-01 PITCH: LOAMSHINGLES CCU SPAN CUSTOMER: D.R. HORTON 5. 31H: 12" 407-321-1440 BY: T-H'. JOB NAME: MODEL 1965 'E' ELEV. e G: BLOCK I Packaged by Internet Send Version Version 1.1.15 Sent on: 11/8/0 Copyright© 1992-2001 MiTek Holdings, Inc. tor Account Number mi1051 Name TIM Company ACCU-SPAN Address 1891 HIGH ST. City LONGWOOD, FL - Telephone # 407-321-1440 Fax # 407-330-0333 Number of copies=7 Delivery methods=Second Day,Fax Total number of copies=7 States=FL Jobs Section 1, ' \DR 1965EP" 7 copies ups dr horton 1965 "e" w/ porch bakers crossing lot 27 seminole co. tks tim Job type=Seals ZIP FILE: G:\mi420\88801.zip 8:18:46 AM A 4/Q.S MiTeke November 12, 2001 MiTek Industries Inc 16472 Segovia Circle North Pembroke Pines, Fl- 33331-4627 USA Fax (954) 680 4395 Phone (954) 680 6909 The truss drawings referenced below, have been I')repared under my direct supervision based on the parameters provided by Accu-Span Truss Company using MiTek 2000 software. Pages or sheets covered by this seal : I1641366 thru I1641403. Total : 3S drawings. Job :DR 1965EP Builder D.R. HORTON Location :BAKERS CROSSING, LOT 27 County :SEMINOLE Truss Engineer :Junaidie Budiman, PE # 45161.. Address :16472 Segovia Circle North Pembroke Pines, FL 33331-4627. This serves as the cover sheet in conformance to Chapter 61 G15-31 Section 003 of the Florida Board of Professional Regulation. This package include: 1) 38 Truss drawing. 2) Truss Index. n November 12, 2001 Junaidie Budiman, PE The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of building designer, per ANSUTPI 1-1995 Sec.2. TRUSS INDEX OF JOB DR1965EP Trusses included=38 0,"\DR1965EP\a.tre" 11641366 1,"\DR1965EP\a11.tre" 1 1641367 2,"\DR1965EP\al1g.tre' 1 1641368 3,"\DR1965EP\a13.tre" 11641369 4,"\DR1 965EP\al 5.tre" 11641370 5,"\DR1 965EP\al 7.tre" 11641371 6,"\DR1 965EP\al 9.tre" 11641372 7,"\DR1965EP\a7.tre" 11641373 8,"\DR1965EP\a9.tre" 11641374 9,"\DR1965EP\b7.tre" 11641375 1 0,"\DR1 965EP\b9.tre" 11641376 11,"\DR1965EP\cg.tre" 1 1641377 12,"\DR1965EP\cg.tre" 11641378 13,"\DR1965EP\d.tre" 11641379 14,"\DR1965EP\d3.tre" 11641380 15,"\DR1965EP\e.tre" 11641381 16,"\DR1965EP\e3.tre" 11641382 17,"\DR1965EP\fg.tre" 11641383 18,"\DR1965EP\j.tre" 11641384 19,"\DR1965EP\j21.tre" 1 1641385 20,"\DR1965EP\j3.tre" 11641386 21,"\DR1965EP\jg.tre" 11641387 22,"\DR1965EP\jg1.tre" 11641388 23,"\DR1965EP\jg2.tre" 11641389 24,"\DR1965EP\k.tre" 11641390 25,"\DR1965EP\I.tre" 1 1641391 26,"\DR1965EP\11.tre" 1 1641392 27,"\DR1965EP\124.tre" 1 1641393 28,"\DR1965EP\127.tre" 11641394 29,"\DR1965EP\m.tre" 11641395 30,"\DR1 965EP\m 1 8.tre 1 1641396 31,"\DR1965EP\p.tre" 1 1641397 32,"\DR1965EP\pgab.tri 1 1641398 33,1DR1965EP\s.tre" 11641399 34,"\DR1965EP\sl.tre" 1 1641400 35,"\DR1965EP\s2.tre" 1 1641401 36,"\DR1965EP\s3.tre" 11641402 37,"\DR1965EP\s4.tre" 11641403 No. 4y.5161 i AY 0 STATE OF r November 12, 2001 4&WARNINO - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon polameten shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the Iesponsibillty of the erector. Additional permanent brbcing of the overall structure Is the i.nponslblllly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-BL Quality Standard, DSB-89 Bracing Specification, and HIS-91 Handling Instolllna and Bracing Recommendation available from Truss Plate Institute. 593 D'OrnNrio Drive, Madison, Wl53719. MI MiTek0 PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'i. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer, erection supervisor, property 1/81, J2 J3 J4 TOP CHORDS owner and all other interested parties.. C7 C] 2, Cut members to bear tightly against each other. J503. Place plates on each face of truss at each For 4 x 2 orientation, locate NZ Q joint and embed fully. Avoid knots and wane plates I/e" from outside edge of a o at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chordssplicesp' I14oat panel length(+ 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular Plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MiTek/Gang-Nail Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M1 MiTek® TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM016,019 OfMRO,AW i r- o russ russ ype JUNAIDIE BUDIMAN PE #45161 Y Y r or on 965- e wl porcFi- 16472 Segovia Cir. N. 11641366 DR1965EP A ROOF TRUSS Pembroke Pines, FI 33331-4627 10 1 o tional SPAN-C tTGWOO D-F4-261• s c MI e n us rles, Inc. Ihu Nov .2T'0TZO0T age 11- 0-Q 7-0-5 13-6-3 20-0-0 26.513 32.11-11 40.0-0 41-0.0 1- 0-0 7-0-5 6-513 6-5.13 &5.13 6-513 7.0.5 1-0-0 Scale = 1:72.9 5x6 = 5 6. 00 12 3x4 5, 3x4 1 4 6 y 5x6 i 5x6 1 g 3 7 1 2 8 9 3x6 = 14 13 12 11 10 3x6 = 3x4 = 3x6 = 3x8= 3x6 = 3x4 = 10- 3-4 20-0-0 29-8-12 40.0-0 If10- 3-4 9-8-12 9-8-12 10.3-4 late sets : [2-0.271-2 n-81_[3-0-3-0;0-3"O1[7 0-3-0 0 3-0]-[8-0-2-1-2-0-I-i3 LOADING ( PPsf) SPACING 2-0-0 CSI DEI'L in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.70 Ver:(LL) -0.21 12 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.82 Ver:(TL) •0.53 12-14 >890 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.14 8 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 360 Weight: 207 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-11.7 oc purlins. SOT CHORD 2 X 4 SYP No.2D BCT CHORD Rigid ceiling directly applied or 4.11.10 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 4-12,6-12 REACTIONS ( lb/size) 2=1952/0-8-0, 8=1952/0-8-0 Max Horz 2=-329(load case 5) Max Uplift2=-887(load case 4), 8=-887(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD 1-2=17, 2.3=-3208. 3.4=-2881, 4-5=-2025, 5-6=-2025, 6-7=•2881, 7-E=•3208, 8.9=17 BOT CHORD 2-14=2833, 13-14=2353, 12.13=2353, 11-12=2353, 10-11=2353. 8-10=2833 WEBS 3-14=-374, 4-14=520, 4-12=-786, 5.12=1331, 6.12=•786, 6.10=520, :1-10=-374 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone oil an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1. 33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 887 lb uplift at joint 2 and 887 lb uplift at joint 8. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard C QtGBC4/ f No. 4 , t 5161 xy t 0STATEOF0RI'D JVAL November 12, 241 AWARNINO - VerM design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MRek connectors. fhb design Is based only upon parameter:: shown, and Is lot an Individual building component to be Installed and loaded vertically. Applicability of design potometeis and proper Incorporatlon of component Is responsibility of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during conslructlon Is the responsibility of the erector. Additional petmanent brbeing of the overall structure Is the r•esponslblllly of the building designet. For general guidance regotding fabrication, quality control, storage, delivery, election and bracing. consult OST-811 Quality Standard. DSB-89 Bracing Specification. and HIB-91 M iTek® Handling InstadllnaandBracingRecommendationavailablefromTrussPlateInstitute, $83 D'Onafrlo Drive. Madison, WI53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t 1A * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer, erection supervisor, property 1/8„ %,. J2 J3 J4 TOP CHORDS owner and all other interested parties.. c: c' 2. Cut members to bear tightly against each other. For oWEBS J5 3. Place plates on each face of truss at each 4 x 2 orientation, locate o Q joint and embed fully. Avoid knots and wane plates/e" from outside edge of a O_ at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP IAC, C6 o I.- at panel length(+ 6" from adjacent joint,) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in it J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. For tabular plating format refer to the Mitek/Gang-Nall Joint/Plate Placement Chart. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWESTJOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40 11 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. WWI YDAO,WR TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connecfions to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018,019 i f f o Trussruss ype JUNAIDIE BUDIMAN PE #45161 Q Y Ply r or on 9b5 e w porc 16472 Segovia Cir. N. 11641367 R1965EP All ROOF TRUSS Pembroke Pines, FI 33331-46: 7 1 1 optionalZ xCCU4-261-5R1 cf 29 61-NII Industries, Inc. T NovOS OT:21 6I 2001-PageSPAN, W O s ek 1.0-0 5-9-4 11.0.0 17-0.0 23-0-0 29-0-0 34-2-12 1 4 -0-0 a1-a01111 1-0-0 5-9-4 5.2-12 6.0-0 6-D-0 6-0-0 5-2-12 5-9-4 1-0-0 Scale = 1:70.4 5x6 = 5x6 = 3x4 = 5x6 = 4 5 6 7 6.00 12 2x4 2x4 3 8 nd 2 9 101qc1b 3x8 = 16 15 14 13 12 11 3x8 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = B-3-14 17-0-0 23.0.0 _1 31.8-2 1 40-0-0 i 1 8-3-14 B-8.2 6.0-0 B-8-2 B-3-14 PTafe Offse s [2 u4-1'2-0-1-87-[4 0 3 0 2-0[5 0-3-0-0-3-0T fT 3 0;0 2-0-r9-0-4-1-2-0-1-81 LOADING (psf) SPACING 2.0.0 CSI DEVIL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Ver•:(LL) 0.27 14 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.75 Ver•:(TL) -0.48 14.16 >976 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.15 9 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/dell = 360 Weight: 206 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2.10.15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5.0.4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1952/0.8.0, 9=1952/0.8.0 Max Horz 2=-197(load case 5) Max Uplift2=.1016(load case 4), 9=-750(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1.2=17, 2.3=.3315, 3.4=-3062, 4.5=.3196, 5.6=-3196, 6.7=-3196, 7.8=.3062, 8.9=.3315, 9.10=17 BOT CHORD 2.16=2919. 15.16=2562, 14.15=2562, 13.14=3196, 12.13=2562, 11.12=2562, 9. 11=2919 WEBS 3.16=-267, 4.16=403, 4.14=864, 5.14=-439. 6.14=0, 6.13=-439, 7.13=864, 7.11=403, 8.11=-267 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with standing 1016 Ib uplift at joint 2 and 750 Ib uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard E B Q/ J, p j No. 4 5161 ,k 0 :. SJT'Al; E OF TONAL November 12,20 9 1 AWARNINO - VerVy defiyn parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mllek connectors. This design Is based only upon potometeu shown, and Is tot an Individual building component to be Installed and loaded vettloally. Applicability of design patametets and proper Incotpotatlon of component Is tesponslblllty of building designer - not truss deslgnet. Bracing shown Is tot loteral support of Individual web members only. Additional temporary bracing to Insure stability during constiuctlon h the tesponsiblitty of the elector. Additional permanent bibcing of the ovetall structure Is the ursponslbOtty of the building deslgnef. For general guidance regarding fobtloatlon, quality control, stotoge, deOveiy, eiectlon and bracing, consult OST-& Qualify Standard, OSO.89 Bracing Specification, and HIS-91 M iTek® Handllna Imtollino and Bracing Recommendation avalloWe hom Truss Plate Institute, 583 D'On Hilo Drive, Madison, WI 53719. symb s PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„1 ,8 0 O For 4 x 2 orientation, locate v plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. mumbeftg systam J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MlTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. WWI e ® FORM018,019 AG(efl nd sav(Wy mofts Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, locate chord splices o at 14 panel length(* W from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. f o russ russ ype Q y y rdr hot r9-6 e ra portJUNAIDIEBUDIMANPE #45161 h11641368 DR1965EP A11G ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines. FI33331-4627 (optional) ACCTaFA 9 4.261—SR1 s CT7 1—MI a nkIdusiries, n—T1F—u ov OT:21-01-2601—Page 1 1-0-q 5-9-4 11-0-0 15-6>0 20-0-0 24.6-0 29-0.0 34.2.12 40.0.0 a1-ao1i 1-0-0 5-9-4 5-2-12 4-6-0 4-M 4-6-0 4-6-0 5.2-12 5-9-4 1.0-0 Scale = 1:70.2 5x8 = 5x8 = 5x6 = 2x4 II 3x4 = 4 5 6 7 8 6.00 F12 3x4 i 3x4 3 9 o_ 10 M1 2 11c? ly 0 0 5x10 i 18 17 16 15 14 13 12 5x 10 2x4 II 4x6 = 7x8 = 4x8 = 7x8 = 4x6 = 2x4 11 5.9.4 11.0-0 14-3-0 20-0A }_ 25.9.0 29-0-0 34-2.12 40-0-0 5.9.4 52-12 3.3.0 5.9.0 59-0 3-3-0 52-12 59-4 Plate6f se s , C2 0 4-10 072-81L 4-0-6-0;072-81-r5-0 3-0 (T OT 6 90 2781 F10 074 10;2 8T[T4:ITZ7UU.4-$7_ LOADING (PPsf) SPACING 2-0.0 CSI DEF'L in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 1.00 Vert(LL) 0.52 15 >908 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.47 Verl:(TL) -0.64 15 >739 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.17 10 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 261 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 4.2.3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4.16 REACTIONS (lb/size) 2=3379/0-8-0, 10=2733/0-8-0 Max Horz 2=-200(load case 5) Max Uplift2=-2112(load case 4), 10=-1350(load case 5) FORCES (lb) • First Load Case Only TOP CHORD 1.2=20, 2-3=-6523. 3.4=-6052, 4.5=•6643, 5-6=-6130, 6-7=-6130, 7-8=-5000, 8-9=-4642, 9.10=-5129, 10- 11=20 BOT CHORD 2.18=5782, 17.18=5782, 16.17=5417, 15-16=6588, 14-15=5303, 13-14=4157, 12-13=4546, 10- 12=4546 WEBS 3.18=108, 3-17=-421, 4.17=282. 4-16=2397, 5-16=243, 5-15=-721, 6.15=.333. 7-15=1302, 7-14=-1363, 8-14=1649, 8-13=295, 9-13=-449, 9-12=108 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2112 lb uplift at joint 2 and 1350 lb uplift at joint 10. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 2208.1lb down and 1695.81b up at 14.3.8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. `p F— 13pp LOADCASE(S) Standard/;•VP`FrC'"• f i 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Y' Vert: 1.4=•74.0, 4 8=•74.0, 8-11=-74.0, 2-10=•20.0 ;• No. 4.5161ConcentratedLoads (lb) Vert: 16=-2208.1 : ( 6 % STATE OF V 4-0 R 10,A'' o L November 12,200 AWARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameter:: shown, and is for an individual building component to be installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responslblllty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members onty. Additional temporary bracing to Insure stability during construction is the iesponslblllly of the erector. Additional permanent bibcing of The overall shucluie is the i-nponsiblllty of the building designer. For general guidance tegording tabrbation, quality control, storage, delivery, election and bracing, consult OST-811 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute. SB3 D'On Wilo Drive, Madison, WT 53719. W! 0 MiTeke symb s PLATE LOCATION AND ORIENTATION 1 % *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 8 T 0 0 For 4 x 2 orientation, locate plates 1 /8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT MITek/Gang-Nall Joint/Plate Placement Chart. FA RTH EST TO THE LEFT. WEBS ARE NUMBERED FROM LEFTTO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. 40 11 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. U FORM018,019 MiTeko ANG(en oral sav(Wy moots Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at'/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 %at time of fabrication. IIIIIIII PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, - erection and installation of trusses. 1993 Mitek Holdings, Inc. 0 o russ russ ype JUNAIDIE BUDIMAN PE #45161 Y Y dr horton i965 •e w7 port 16472 Segovia Cir. N. 11641369 DR1965EP A13 ROOF TRUSS Pembroke Pines, FI33331-4637 2 1 o tional ACCTSPAAW 4"261-sR s c m-MI e n us rles, Inc. Tftu ov-21-02-2061-Page 6-9.4 13-0-0 20-0-0 27-0-0 33.2-12 40-0-011-2. 1 l 1-0.0 6.9.4 6-2-12 7-0-0 7.0.0 6-2-12 6-9-4 1-0-0 Scale = 1:70.4 5x8 = 2x4 II 5x8 = 4 5 6 6.00 12 3x4 i 3x4 J 3 7 c? 0 2 6 n g n1 i00 3x8 = W 13 12 11 10 3x8 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 13-9-4 13-0-0 r- 26.0-0 }_ 27-0-0 33-2-12 40-0-0 6-9-4 6-2-12 7-0-0 7-0-0 6-2-12 6-9-4 a e Of sfets 2-0-4-12-0-1- -8r[0-12-0-1-E]_[170-3-0;0 - 1-3:0-3-90-3-0 LOADING (PPsf) SPACING 2.0.0 CSI DEI'L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.98 Ver:(LL) 0.23 12 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.64 Ver:(TL) -0.38 12.13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.14 8 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 212 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed. 4.6 2 X 4 SYP NoA D BCT CHORD Rigid ceiling directly applied or 5.4-7 oc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1952/0.8.0, 8=1952/0.8-0 Max Horz 2=-226(load case 5) Max Uplift2=.994(load case 4), 8=-787(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1.2=17, 2.3=-3293, 3 4=-2705, 4.5=-2773, 5.6=-2773, 6.7=.2705, 7-E=-3293, 8.9=17 BOT CHORD 2.14=2907, 13.14=2907. 12.13=2427, 11.12=2427, 10.11=2907, 8.10=2907 WEBS 3.14=128. 3.13=-556, 4.13=395, 4 12=475, 5.12=-511, 6.12=475, 6.11=395, 7.11=-556, 7.10=128 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the Sable end roof zone oil an occupancy category 11. condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 994 lb uplift at joint 2 and 787 lb uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard p E B3t p/,. No, 4 5161 0 :• STATE OF ° c, S,c 0 R l0A AL November 12,20 9 1 WARNING - VerW design parameters and READ NOTES ONTHIS AND RE VERSE SIDE BEFORE USE. ® Design valid for use only with MITek connectors. This design Is based only upon parameter:: shown, and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the ramponsiblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-&I Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installlnq and Bracing Recommendation ovollobte from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI53719. symbols Humbevhg sysftm AsG anard sa v Haas PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer, erection supervisor, property J2 J3 J4 TOP CHORDS owner and all other interested parties.. c2 Q 2. Cut members to bear tightly against each other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate v a ,, 0 o joint and embed fully. Avoid knots and wane plates /B" from outside edge of a at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chord splices C6 o at'A panel len th 6' from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. 4011, ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur, El MiTek® IIIIIIIII PANEL T~ CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stocks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018.019 HMaoaia o Job I russ I russ I ype JUNAIDIE BUDIMAN PE #451-i Y P y r horton r965-e---w7-p-o-r-cTi 16472 Segovia Cir. N. 11641370 DR1965EP A15 ROOF TRUSS Pembroke Pines, FI 3333146''7 2 1 o tional) ACCUSP-A NGWOU 4-291-5R-1 s c 29 601--I e n ustnes, Inc. T u ov $-07:f1-03-2001- age 11-0-q 7-9-4 15-a0 20.0.0 25-0-0 32-2.12 40.0-0 1-aoi1 1-0-0 7-9-4 7-2-12 5-0-0 5.0-0 7.2.12 7-9-4 1-0-0 Scale = 1:70.5 5x6 = 3x4 = 5x6 = 6.00 12 4 5 6 5x6 G 5x6 3 7 d 2 B 1 9 IY o - o 3x6 = 15 14 13 12 11 10 3x6 = 2x4 II 3x6 = 3xB = 3x8 = 3x6 = 2x4 II 7-9-4 150-0 250-0 32-2.12 40-0.0 7.9.4 7-2-12 10-0-0 7-2-12 7-9-4 Pla(e6 sfe-s r2-0-2-1-2 0T8]-[3-0-3-0"0 3-4T[4:0-3-0-0-2-07-r6-0-3-0 0-2-01 0-3-0-0-3 47- 8-0-2-1210.1-8 LOADING (psf) SPACING 2.0.0 CSI DEF'L in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.98 Ver-:(LL) 0.20 13 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.75 Ver•:(TL) -0.53 12.13 >888 BCLL 0.0 Rep Stresslncr YES WB 0.34 Horz(TL) 0.14 8 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/deft = 360 Weight: 210 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.21D BOT CHORD Rigid ceiling directly applied or 5.3-1 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 3.13, 5.13, 5.12, 7.12 REACTIONS (lb/size) 2=1952/0.8.0, 8=1952/0.8.0 Max Horz 2=-256(load case 5) Max Uplift2=-968(load case 4), 8=.820(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1.2=17, 2.3=-3208, 3.4=-2512, 4.5=-2259, 5.6=-2259, 6.7=-2512, 7.8=-3208, 8.9=17 BOT CHORD 2.15=2838, 14-15=2835, 13.14=2835, 12.13=2375, 11.12=2835, 10.11=2835, 8.10=2838 WEBS 3.15=148, 3.13=-671, 4.13=672, 5.13=-215, 5.12=-215, 6.12=672, 7.12=.671, 7.10=148 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 2 and 820 lb uplift at joint 8. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard Xp;E BUD t : No. 4 5161 'k STATE OF November 12,2001 Verjfy deaiyn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. WARNING Design valid for use only with MITek connectors. Ihb design Is based only upon parameter:; shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bibcing of the overall structure Is the 1-nponslblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult OST-811 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installlnq and Bracing Recommondallonavailable from buss Plate Institute. 683 D'On Dfrlo Drive, Madison, WI53719. symbds PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. Humbwhg sysftm J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. 9 MiTeke ZtGa and sav(Wy m Wes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at'/4 panel length(* 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 1. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM016.019 NMRO,A/R G Jo b rLISS russ ype JUNAIDIE BUDIMAN PE #45,161 Q Y Ply rJr or on 136' w port 16472 Segovia Cir. N. 11641371 DR1965EP A17 ROOF TRUSS Pembroke Pines. FI 33331-4627 2 1 optional) ACCU-SPAR-C6NCWO0D- D-1-E FF s c -MI ek Industries, nc. 1TF-u Nov0807:21:04-200i- age 1 -o-q 6.0-5 11-6-3 17-0-0 23-M 28-5-13 33-11-11 4D-0-0 41.0.0i11 1-0-0 &.0-5 5-5-13 5-5.13 6-0-0 5-5-13 5-5-13 6-05 1-0-0 Scale = 1:70.4 5x6 = 5x8 = 5 6 6.00 F12 3x4 i 3x4 4 7 Sx6 i x6S 0 3 8 7 2 1 9 toldq 3x8 = 16 15 14 13 12 11 3x8 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 8-9-4 17-0-0 23-0.0 31-2-12 40-0-0i -1 1 I 8-9-4 B-2-12 6-0-0 8-2-12 i 8-9-4 Plate0 se s [2-0-4-1Yd-1-8T[3-030;0.- -, j5:0-3. .. .2-d7-[6-d 6 0-6-2-8T 0-3-0-0 3 07-9- LOADING (psf) SPACING 2.0.0 CSI DEI'L in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Ver:(LL) -0.20 13 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.73 Ver:(TL) -0.41 11.13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.14 9 n/a BCDL 10.0 Code SBC/ANS195 1st LC ILL Min I/deft = 360 Weight: 221 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3.3.0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BCT CHORD Rigid ceiling directly applied or 5.1.10 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 6.14 REACTIONS (lb/size) 2=1952/0.8.0, 9=1952/0.8.0 Max Horz 2=-285(load case 5) Max Uplift2=.938(load case 4), 9=.850(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1.2=17, 2.3=-3292, 3.4=-3025, 4-5=-2314, 5.6=.2078, 6.7=•2314, 7-E=.3025. 8.9=-3292. 9.10=17 BOT CHORD 2.16=2901, 15.16=2526, 14.15=2526, 13.14=2078, 12.13=2526, 11.12=2526, 9.11=2901 WEBS 3.16=-287, 4-16=419. 4.14=•657, 5.14=612, 6.14=-0, 6.13=612, 7.13=.657, 7.11=419, 8.11=-287 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone oil an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 2 and 850 lb uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard Xp1E 13/D No. 4 5161 STATE c ss`'o1 10a 4NA L November 12,20 A WARNING - VerW design parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. ® Deskln valid for use only with MITek connectors. This design Is based only upon parameter:: shown, and is for an Individual building component to be Installed and loaded vertically. Applicabllny of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the nrsponsiblllty of the building designer. For general guidance tegaiding fabrication, quality control, storage, delivery, erection and bracing, consult QST-81. Quality Standard, DSB-89 Bracing Specification, and NIB-91 M iTek® Handling Installing and Bracing R*commondatlon available from Truss Plate Institute, 583 D'OnmDfrb Drive, Madison, WI53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13A *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer, erection supervisor, property W J2 J3 J4 TOP CHORDS owner and all other interested parties.. c2 Q 2. Cut members to bear tightly against each other. o WEBS J5 3. Place plates on each face of truss at eachLT4:*For 4 x 2 orientation, locate 0 Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of a O at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chord splices I141aC, u o at panel length(' 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING AT THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. 40,10 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M1 WWI TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018,019 HMRO-AIR o russ russ Type JUNAIDIE BUDIMAN PE #451@1 y y r or 19-65 e w/ porch 11641372 DR1965EP A19 ROOF TRUSS 16472 Segovia Cir. N. 2 1 Pembroke Pines. FI 33331-4627 o tionalZ ACCB--SPA GT O=D FL 4 70-1-SfF s c 61-Mi e n Suses,Inc. u v US .2 1 4M01- age 0-Q 6-8-5 12.10.3 i 19.0.0 2} 10.0i 27-1-13 i 33.3.11 i 40.0-0 4iI-o-0 1.0.0 6-8-5 6-1-13 6.1.13 2-0-0 6-1-13 6-1-13 rr8-5 1-0. Scale = 1:81.3 SA = 5x3 = 5 6 8.00 12 3x4 i 3x4 4 7 5x6 1 m6 3 8 d 1 2 9 tom to 3x8 = 16 15 14 lit 12 11 3x8 = 3x4 = 3x6 = 3x4 = 3x•1 = 3x6 = 3x4 = 9- 9-4 19-0-0 21-0-0 1- 30-2-12 40-0-0 i 9- 9-4 9-2-12 2-0-0 9-2-12 9-9-4 Plate 0se s : [2 4-1-2-0-1-81 [3-07379,9 3-01_[03 LOADING ( psf) SPACING 2.0"0 CSI DEF'L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.52 Vert(LL) 0.30 14.16 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.73 Vert(TL) -0.50 11.13 >950 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.14 9 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 216 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 3.2.4 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 5.4.3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at mldpt 4.14, 7.13 REACTIONS ( lb/size) 2=1952/0.8.0, 9=1952/0-8-0 Max Horz 2=-315(load case 5) Max Uplift2=-907(load case 4). 9=-877(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD 1.2=35, 2.3=-3433, 3-4=-3113, 4.5=-2244, 5-6=.1921, 6.7=.2244, 7.8=•3113, 8.9=-3433. 9-10=35 BOT CHORD 2-16=2946, 15.16=2459, 14.15=2459, 13-14=1921, 12.13=2459, 11.12=2459, 9-11=2946 WEBS 3-16=-373, 4.16=539, 4.14=.787, 5.14=667, 6.13=667, 7.13=-787, 7.11=539. 8-11=-373 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed t:) wind. The lumber DOL increase is 1. 33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 lb uplift at joint 2 and 877 lb uplift at joint 9. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard XDEBc4, No. 4 5161 MATE OF S ANAL November 12,20 1 A WARMNO - Ver(fy deign parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 0 Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is tot an Individual building component to be Installed and boded vertically. Appilcoblllty of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent btbcing of the overall structure is the nrsponsiblllty of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consulf OST-8a Quality Standard, DSO.89 Bracing Specification, and HIB-91 M iTek0 ftbHandlingInstallingandBracingRecornmondatlonavailablefromTrussPlateinstitute, SW D'OnoDrive, Madison, WI53719. symboN HumbevMg sysfom ZtGenerd savew (facts PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply plates to both sides of truss and l . Provide copies of this truss design to the securely seat. building designer, erection supervisor, property J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against eachc2a other. a:3. WEBS J5 Place plates on each face of truss at each For 4 x 2 orientation, locate o a , 3 L Q joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of a at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chord splices o at 114 panel length(* 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M1 MiTeke IIIIIIIII PANEL TM CLIP FORM016.019 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, ' erection and installation of trusses. 1993 Mitek Holdings, Inc. Jo russ russ ype JUNAIDIE BUDIMAN PE #45151 Q y Ply r or on 19 65- ew porch/ DR1965EP A7 ROOF TRUSS 16472 Segovia Cir. N. 1 2 11641373 Pembroke Pines, FI 33331-46:!7 optionalZ CCU-SP7i t1GW0aD, 4 2D1-SR s c 29 I-- I e sfnes, Inc. T u ov OT:21:05 2061- aP 1-0-4 3.9-4 7-0-0 13.6.14 204-0 26-5-2 1 33-0-0 I 36-2-12 1 4, -0-0 1 1.0-0 3-9-4 3-2-12 6.6.14 6-5.2 6-5-2 6-6-14 3-2.12 3.9-4 1-0-0 Scale = 1:70.4 5x8 = 5x8 = 4x6 = 7x8 = 4x8 = 6.00 12 4 5 6 7 8 2x4 - -2x4 i 3 9 0 eh 10 rr 1 2 11 t7 3x8 = 16 15 14 13 12 3x8 = 3x4 = 5x6 = 3x8 = 5x6 = 3x4 = 7-0-0 13-6-14 20-0-0 4_ 26-52 33-0.0 r 40-0-0 i 7-0-0 6-6-14 6-5.2 B-5-2 6-6.14 7-0-0 Plate0 se 4-0-0 4 87-[8 072 I 0-4 T2-0-1-8]-[13-0-3 0-0-3-07-[T5 0-3-0;0 3-0I LOADING (ppsf) SPACING 2.0.0 CSI DEF'L in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.45 Veri:(LL) 0.56 14 >841 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.83 Vert(TL) -0.69 14.15 >685 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.19 10 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/deft = 360 Weight: 444 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 5.1.10 cc purlins. 4.6 2 X 6 SYP SS, 6.8 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 5.6.14 oc bracing. BOT CHORD 2 X 4 SYP No.1D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=3876/0.8.0. 10=3876/0-8.0 Max Horz 2=• 136((load case 5) Max Uplift 2=.2410(load case 4), 10=-2162(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=17, 2.3=-7309, 3.4=.7330, 4.5=-10269, 5-6=-11434, 6.7=-11434, 7.8=-10269, 8.9=-7330, 9.10=-7309, 10.11=17 BOT CHORD 2.16=6370, 15.16=6610, 14.15=10269. 13.14=10269, 12.13=6610, 10.12=6370 WEBS 3.16=238. 4.16=696, 4.15=4146, 5.15=-1683. 5.14=1324, 6.14=.991, 7.14=1324, 7.13=.1683. 8.13=4146, 8.12=696, 9.12=238 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at lit ft above ground level, using 5.0 psf top chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with;tanding 2410 lb uplift at joint 2 and 2162 lb uplift at joint 10. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Girder carries hip end with 7.0.0 end setback pp 7) 2-ply truss to be connected together with 10d Common(.148'x3') Nails as follows: `pi I7 4/ Top chords connected as follows: 2 X 4 - 1 row at 0.9.0 cc, 2 X 6 - 2 rows at 0.9.0 oc. \ ...••• •••..• Bottom chords connected as follows: 2 X 4 - 1 row at 0.9.0 cc. Webs connected as follows: 2 X 4 - 1 row at 0.9.0 oc. :•.. j U` 8) Special hanger(s) or connection(s) required to support concentrated load(s) 603.211) down and 828.91b up at 33.0.0, and !' 603.21b down and 828.91b up at 7.0.0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. N0, 45161 LOAD CASE(S) Standard : MATE OFRegular: 1) Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) O RVert: 1.4=.74.0, 4.8=-154.2, 8.11=.74.0, 2.16=-20.0, 12.16=-41.7, 10.12=-20.0 s '••..ei,•••..•j Concentrated Loads (lb) fls 1f -- folY LVert: 16=.603.2 12=-603.2 November 12,* QWARMNO - VerVy deatipn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incoipoiatlon of component is responsibility of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members only. Additional tenporaty bracing to Insure stability during construction Is the tesponslbillty of the erector. Additional permanent btacing of the ovetaB structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull OST-88 Ouallty Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Instaltlnq and Bracing Recommendation available from Truss Plate Institute, 593 D'Onc No Drive, Madison, WI $3719. rn faa mumbevhg sy0em AnGenand sacw Haas PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property 1 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each u c other. WEBS J5 3. Place plates on each face of truss at each ForFor 4 x 2 orientation, locate Q joint and embed fully. Avoid knots and wane plates I /a" from outside edge of 0 O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords laces I P at /4 panel length(+ 6" from adjacent joint,) ce C, u BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MtTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown; Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. Mi! 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. 15. Care should be exercised In handling, T~ PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. - CLIP FORM018,019 NMRO-AIR® Job russ I russ I ype JUNAIDIE BUDIMAN PE #451E.1 Y Y r or on e w porch DR1965EP A9 ROOF TRUSS 16472 Segovia Cir. N. 1 1 11641374 Pembroke Pines. FI33331-4627 o tional ACi;CI SPAN- M1TGW60 s c I e n us nes, nlc. T 1fuov :66 200iPage 1-0-q 4.9.4 9-0-0 14-6-0 20-0.0 25-6-0 31-0-0 35-2-12 40-0-0 1.0-0 4.9.4 4-2-12 56-0 56-0 56-0 5-6-0 4.2.12 4-9-4 1.0-0 Scale = 1:70.4 5x6 = 3x4 = 5x6 = 3x4 - 5x8 = 6.00 F12 4 5 6 7 8 2x4 2x4 i 3 9 6 0 2 10 01 12i11Y d - o 3x8 = 17 16 15 14 13 12 3x8 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 = 3x6 = 9-0-0 16.4.0 23-8.0 31-0-0 40-0-01i 9-0-0 7-4-0 7-4-0 7-4-0 9-0-0 Plate6 se s _[2-0-4-12 O--8]-[4-0-3-0-0-2 LOADING (psf) SPACING 2.0.0 CSI DEVIL in (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.65 Verl(LL) 0.35 15 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.85 Verl(TL) -0.57 14.15 >827 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.18 10 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/dell = 360 Weight: 203 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 2.9.9 oc purlins. BOT CHORD 2 X 4 SYP No.21) BOT CHORD Rigid ceiling directly applied or 4.6.14 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 5.17, 7.12 REACTIONS (lb/size) 2=1952/0.8.0, 10=1952/0.8.0 Max Horz 2=-167(load case 5) Max Uplift2=-1034(load case 4), 10=-757(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=17, 2.3=-3335, 3.4=-3068, 4.5=-2774, 5.6=-3797, 6.7=•3797, 7.8=-2774, 8.9=.3068, 9.10=-3335, 10.11=17 BOT CHORD 2.17=2925, 16.17=3657, 15.16=3657, 14-15=3961, 13.14=3657, 12.13=3657, 10-12=2925 WEBS 3.17=-206, 4.17=1006, 5.17=•1160, 5.15=376, 6.15=-261, 6.14=-261, 7.14=376, 7.12=-1160, 8-12=1006, 9.12=-206 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 1£; It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed 0 wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with:;tanding 1034 lb uplift at joint 2 and 757 lb uplift at joint 10. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard No. 4 5161 ,k o • 'fir SPATE OF S aNAL November 12,20 1 A WARMNO - Verj jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is iesponslblllly of building designer - not truss deslgnet. Bracing shown Is for lateral support of Individual web members only. Additional ternpotaty bracing to Insure stabBlly during construction Is the responsibility of the erector. Additional permanent bibcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, etectlon and bracing, consult OST-88 Quality Standard, OSS-89 Bracing Specification, and HIR-91 arloHandlingInstalllnaandBracingRecommendationavailablefromTrussPlateInstitute, S83 D'OncDrive, Madison, Wl53719. M iTe k® PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. All J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. J cc WEBS 5 3. Place plates on each face of truss at eacha4:*For 4 x 2 orientation, locate i - ,Q joint and embed fully. Avoid knots and wane plates/e° from outside edge of O rL at joint locations. truss and vertical web. a o 4. Unless Ines at Iotherwise noted, locate chordsP/4 length(- + 6° from adjacent C, panel joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt JB J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and Welk/ Gang-Nall Jolnt/Plate Placement Chart. FARTHESTTO THE LEFT, is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT, practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel ggrade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, rf no ceiling Is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stocks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM CUP erection and installation of trusses. 1993 Mitek Holdings, Inc. FORMO1B4O19 ago-wna ® Of Job russ Truss ype JUNAIDIE BUDIMAN PE 9451,i1 y y r horton 1965'e w port 11641375 DR1965EP B7 ROOF TRUSS 16472 Segovia Cir. N. 1 1 Pembroke Pines, FI 33331-4627 0 tional CU SP{C NGWOOD- 4-0I-5f 1 s c 9 - I e n us nes, Inc. T 1F-u Nov OS dT21-0T2ai31-Page 1-0-0 3-9.4 7-0-0 11-2-15 15.4.1 19-7-0 i 1-0-0 3.9.4 3-2-12 4-2-15 4-1-3 4-2-15 Scale = 1:35.5 6x8 = 8x8 = 3x8 II 4x8 = 4 12 5 13 6 14 7 6.00 12 2x4 3 d M 2 1 3x8 = it 15 10 16 9 17 18 3x4 = 7x8 = 300 = 3x6 II 7-0-0 11-2-15 15-4-1 19-7.0 1 I 7-0-0 4-2-15 4.1.3 4-2-15 PlateOffsets : 3-8T [ 10:047d 0.4 8] LOADING (psf) SPACING 2-0-0 CSI DEVIL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.78 Ver•:(LL) 0.16 10.11 >999 MI120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.25 Ver:(TL) 0.14 10-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) •0.05 8 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 133 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3-5-3 oc purlins, except end verticals. 4.7 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 4.7.7 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 1 Row at mldpt 7.9 WEBS 2 X 4 SYP No.3 *Except* 7.8 2 X 4 SYP No.2D REACTIONS (lb/size) 8=2143/0.3-0, 2=1910/0.8.0 Max Horz 2=287(load case 4) Max Uplift8=-2320(load case 4), 2=• 1780(load case 4) FORCES (lb) • First Load Case Only TOP CHORD 1.2=40, 2-3=-3443, 3-4=-3276, 4.12=-3011, 5.12=-3013, 5.13=-2061, 6.13=•2061, 6.14=-2061, 7.14=-2061, 7.8=•1857 BOT CHORD 2.11=2975, 11.15=2939, 10.15=2939. 10.16=3011, 9.16=3011, 9-17=85, 17.18=85, 8.18=85 WEBS 3-11=-69. 4.11=615. 4.10=92, 5-10=109, 5.9=-1234, 6-9=-614, 7.9=2564 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with standing 2320 Ib uplift at joint 8 and 1780 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 399.01 :) down and 699.71b up at 7.0-0. 159.• C / down and 390.61b up at 9.1.1, 159.41b down and 390.61b up at 11.1.1, 159.41b clown and 390.61b up at 13.1.1, and \Di B 159.41b down and 390.61b up at 15-1.1, and 159.41b down and 390.61b up at 17.1-1 on top chord, and 453.0Ib down a• 160.51b up at 7.0-0. 46.0Ib down at 9-1.1, 46.Olb down at 11-1-1, 46.01b down at 13-1-1, 46.Olb down at 15-1-1, and eq46.0Ib down at 17-1.1, and 274.51b down and 244.91b up at 18-3-4 on bottom chord. Design for unspecified G.P i•,•/ is / connection(s) delegated to the building designer. NO, 45161LOADCASE(S) Standard i3 : * 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 'OC ttUniformLoadsSTATEOFVert: 1-4=-=-74.0, 4.7=-74.0, 2-8=-20.0 ` VConcentratedLoads (lb) • Vert: 4=• 399.0 10=• 46.0 11=•453.0 5=-159.4 9=-46.0 6=- 159.4 12=-159.4 13=- 159.4 14=-159.4 15=-46.016=•46.017=•46.018=•274.5 f jr November 12,200 1 A WARNING - Ver(jy design pararrseters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design b based only upon parameters shown, and Islotfor on IndNkluol building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional terlporary bracing to Insure stability during construction Is the responsiblllty of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For generol guidance regarding tobilcatbn, quality control, storage, delivery, erection and bracing. consult OST-68 Quality Standard, DSB-89 Bracing Speclflcatlon, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Oncfrb Drlve, Madison, WI53719. M iTek® symbds mumbwhg sysftm ALGen(ST(d saftw Haas PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/4 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property 1 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each c: a other. o WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate Q joint and embed fully. Avoid knots and wane plates/8" from outside edge of L) O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at length(+ 6" fromcepanel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 %at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4000 unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. - CLIP FORM018,019 a+Na- c ® #"RO,AZR Job russ I russ I ype JUNAIDIE BUDIMAN PE 9451d1 Q Y P y r horton 191?5'e w porch 16472 Segovia Cir. N. 11641376 DR1965EP B9 ROOF TRUSS Pembroke Pines, FI 33331-46.:7 1 1 o tit ACCO-SPA W60 4-201-5 s c -MI a ndusEnes, n ThNov0$-OT:2TOT20_91-Page 1-0-0 4.9-4 9-0.0 14-3-8 197-0 1 1-0-0 4-9.4 4-2.12 5-3-8 5-3-8 Smote = 1:35.5 4x6 = 3x8 = 2x4 II 4 5 6 6.00 Fl2 2x4 3 Mo_ 0 2 1 I 3x4 = 9 8 5x8 = 2x4 11 3x4 = 9-0-0 14-3-8 19-7.0 9-0-0 53-8 5.3-8 PT Offse s 9--07271-2-07370 LOADING (psf) SPACING 2-0-0 CSI DEVIL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) 0.04 9 >999 MII20 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.41 Verl(TL) -0.15 2-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 7 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 360 Weight: 107 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 5.5.0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS(lb/size) 7=898/0.3.0, 2=1001/0-8-0 Max Horz 2=358(load case 4) Max Uplift7=-499(load case 4), 2=-544(load case 4) FORCES (lb) • First Load Case Only TOP CHORD 1-2=17, 2-3=-1359, 3-4=-1046, 4-5=-935, 5.6=0, 6.7=-190 BOT CHORD 2-9=1192, 8-9=741, 7.8=741 WEBS 3-9=-291, 4-9=110, 5.9=256, 5.8=104, 5.7=•990 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed tD wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Provide mechanical connection (by others) of truss to bearing plate capable of with:sanding 499 lb uplift at joint 7 and 544 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard Xp1E j No. 4 5161 'k 0 : MATE OF p Y.M.. L November 12,20 AWARNING - Ver{jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is lot an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional terlpotary bracing to Insure stability during construction is the tesponslblllty of the erector. Additional permanent brbcing of the overall structure is the iesponslblllty of the building designer. For general guidance regarding lobilcatbn, quality control, storage, delivery, etection and bracing, consult CST-88 Quality Standard, DSO.89 Bracing Specification, and HIS-91 M iTe k® Handllna Instolllna and Bracing Recommendation ovollabb from Truss Plate Institute, $83 D'Onc fib Drive. Madison, Wl53719. Humb vhg sy0em A\Gen d sa v facts PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each a other. O ¢ 3. Place plates on each face of truss at each ozFor4x2orientation, locate QjointZ. J5 and embed fully. Avoid knots and wane plates/a" from outside edge of o a° V4. at joint locations. truss and vertical web. a o Unless otherwise noted, locate chords laces at length(+ 6" from PCSpaneladjacentjoint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, T~ PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019-+ MYDRD R® i p o russ russ ype JUNAIDIE BUDIMAN PE #451 S1 Y P y dr horton 9bF e w porch 16472 Segovia Cir. N. 11641377 DR1965EP C1 ROOF TRUSS Pembroke Pines, FI33331-46':7 1 1 o tional AU&SPA IVGWOaD— 47201—SR' s c 23 1— I e n us nes, Inc. I hu ov 8 07:21.0S2OD1—Page 1 1-0-0 4-9-4 9-0-0 14.2.0 i 1-0-0 4.9-4 4-2-12 52.0 4x6 = Scale = 1:31.6 3x4 = 4 5 6.00 Fl2 2x4 3 d 0 2 01 LA 3x4 = 7 6 3x8 = 2x4 11 9-0-0 14-2-0 9-0-0 5-2.0 LOADING (psf) SPACING 2.0.0 CSI DEI'L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Ver•:(LL) 0.02 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.34 Ver•:(TL) -0.15 2.7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 6 n/a BCDL 10.0 Code SBC/ANS195 1st LC ILL Min I/dell = 360 Weight: 75 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 8-2-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=643/Mechanical, 2=747/0-8-0 Max Horz 2=358(load case 4) Max Uplift6=382(load case 4), 2=-399(load case 4) FORCES (lb) • First Load Case Onlyy TOP CHORD 1-2=17, 2-3=•826, 3.4=•495, 4-5=-438, 5-6=-595 BOT CHORD 2-7=725, 6-7=0 WEBS 3-7=318, 4-7=-127, 5.7=600 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint 6 and 399 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 0113UD J 'Fic;' t ' No. 4.5161 STATE OF : S•'Z 0 R tOA.' November 12,20 1 A WARNINO - VerVy design par..ter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responslblllty of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brLcing of the overall structure Is the nssponsiblllty, at the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult GST-8! Quality Standard, DSB-89 Bracing Specification, and HIS-91 M iTe k® Handling Installina and Bracing Rocommendatlon avollable from Truss Plate Institute, 583 D'OroNrb Drive. Madison, W153710. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/4 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply plates to both sides of truss and 1. Provide copies of this truss design to the securely seat. building designer, erection supervisor, property J2 J3 J4 TOP CHORDS owner and all other interested parties.. 2. Cut members to bear tightly against eachc: a other. WZ J5 3. Place plates on each face of truss at each oFor4x2orientation, locate Q O joint and embed fully. Avoid knots and wane at joint locations. plates I/8"from outside edge of a truss and vertical web. a 4. Unless otherwise noted, locate chords IlcesPI/ 4oat panel length(' 6" from adjacent joint.) This symbol indicates the BOTTOM CHORDS 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 40 11 continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. M1 WWI FORM018,019 @ HMRO-AIR TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. a Job I russ I russ lype JUNAIDIE BUDIMAN PE N451E•1 Q Y PY dr horton 5-e-' wi porch 16472 Segovia Cir. N. 11641378 DR1965EP CG ROOFTRUSS Pembroke Pines, FI 33331-4627 1 1 optional) ACCU SP71 tTGV O 4=6 5 sOct661 MI ek lnt us nes, Inc. TFiu Nov 0$ 07 2i 69-20 1-Page 1-0-0 i 3-11-12 f 7-5-0 10-7-12 14-2-0 1-0-0 3-11-12 3-5.4 3-2-12 3-6-4 4x6 = Scale = 1:27.8 4 6.00 FQ 2x4 \\ 2x4 5 3 6 2 t T 9 8 7 10 Us = 4x6 = 3x4 = 3x4 = 1 4-11-13 9-53 14-2-0 4-11-13 4-5-5 4-8-13 LOADINGf) Ps SPACING 2-0-0 CSI DEF'L in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Ver:(LL) 0.08 6.7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.37 Veri:(TL) 0.09 2-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4.4.0 oc purlins. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 7.3-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=1435/Mechanical, 2=1496/0-8-0 Max Horz 2=163(load case 4) Max Uplift6=-889(load case 5). 2= 985(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1 2=40, 2-3=-2069, 3-4=-1949, 4-5=-1795, 5-6=-1919 BOT CHORD 2-9=1795, 8-9=1795, 7-8=1205, 7-10=1626, 6-10=1626 WEBS 3-8=-209, 4 8=880, 4-7=730, 5-7=-129 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone oil an occupancy category 11. condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with•>tanding 889 lb uplift at joint 6 and 985 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connections) reqquired to support concentrated load(s) 758.711) down and 603.9Ib up at 3-1.4, and 774.41b down and 610.41b 11-8-12 bottom Design forupatonchord. unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 81!1,Q IND' Uniform Loads plf) ...•••••••..• Vert: 1-4=-74.0, 4-6=-74.0, 2.6=-20.0 Concentrated Loads (lb) 'r y' z• ' Vert: 9=-758.7 10=-774.4 No. 4.5161 e0 :• SPATE OF V ANAL November 12,200, B WARNING - VerVy design parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. ale Design valid for use only with MRek connectors. Thisdesign Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OS7.68 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss NrloPlateInstitute, 583 D'OrnDrive, Madison, W 153719. symbds PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ T 0 For 4 x 2 orientation, locate 0 plates 1/e" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. mumbevhg sysftm J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 JB J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 001, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. WWI ZtL'@ FORM018,019 HMRO,AFRO ZtGenwd SafWY dabs Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each cc joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at 114 panel length(+ 6" from adjacent joint,) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified, 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc Job Truss Truss Type JUNAIDIE BUDIMAN PE tW!i161 ty Ply dr horton 1965 "e" w/ porch DR1965EP D ROOF TRUSS 16472 Segovia Cir. N. 3 1 1164137 Pembroke Pines. FI33331-4627 optional) ACCLT-S A r ek Industries, Inc. 4.201 SR1 s Jun 28 2001 MiTek Industries, Inc. Mon Nov 12 113 :2 2200 1-0-0 4-3-0 8-6-0_ 9-6-0 1-0-0 4-3-0 4-3-0 1-0-0 Scale = 1:17 x6= 3 6.01)(T 4 2ri a t M 5 to 1 3x6= 72x4 11 6 F 3x6= 0-10-0 1-1-8 4-3-0 7-8-0 8-6-0 0-10-0 0-3-8 3-1-8 3-5-0 0-10-0 LOADINQpsf) SPACING 2-" CSI 3EFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Vert(LL) 0.04 2 >338 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.35 Vert(TL) 0.03 2 >393 BCLL 0.0 Rep Stress Incr YES WB 0.05 lorz(TL) 0.00 6 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) Ist LC LL Min Well = 360 Weight: 33 lb LUMBER BRACING TOP CHORD2 X 4 SYP No.2D TOP CHORDSheathed or 6-" oc purtins. BOT CHORD2 X 4 SYP No.2D 30T CHORDRigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SYP No.3 REACTION Ib/size) 8=495/0-3-0, 6=461/0-1-8 Max Hor8=97(load case 4) Max UpliB=-424(load case 4), 6=-394(load case 5) FORCES(lb) - First Load Case Only TOP CHORDI-2=33. 2-3=-232. 34=-228, 4-5=33 BOT CHORD-8=129. 7-8=129, 6-7=129, 4-6=129 WEBS 3-7=-122 NOTES 1)This truss has been checked for unbalanced loading conditions. 2)This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7-98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstandir g 424 lb uplift at joint 8 and 394 lb uplift at joint 6. 5)This truss has been designed with ANSI/fPI 1-1995 criteria. LOAD CASE(S$tandard j No. 4 5161 ,t SJTATE OF A&WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MRek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and ptopei Incorporation of component Is responsibility of building designer - not truss deslgnet. Bracing shown Is tot lateral support of Individual web members only. Additional tempotary bracing to Insure stability during construction Is the responsibility of the etectot. Additional permanent bracing of the overall structure Is the utsponslblllty of the building designer. For general guidance tegatding fabrication, quality control, storage, dellveiy, etection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spectficaflon, and HIB-91 M iTe k® Handling Installinq and Bracing Rrscommendallon available from Truss Piste Institute, 543 D'OrnNrio Drlve. Madison, Wl53719. symbo0s mumb hg systam SG(gnerd sa v facts PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/4 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each17-17 c2 a other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 0 - , ; ; 0 cc joint and embed fully. Avoid knots and wane plates I/a"from outside edge of 0 a y V at joint locations. truss and vertical web. a 0 4. Unless otherwise noted, locate chords lacesP I/4at panel length(' 6" from adjacent joint.) C, c6 BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 %at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8, Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, - PANEL T~ erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 oANo-wad IV HYDRO,AM(D 0 Truss I russ lype JUNAIDIE BUDIMAN PE #451131 Qty Ply r o 1965- e w porch 16472 Segovia Cir. N. 11641380 DR1965EP D3 ROOF TRUSS Pembroke Pines, FI 33331-4627 1 1 optional) A6C SP4N-COTTGW60D- 4-20 5R1 s cF29 061- t e TieTT}iu Nov 0$-OT2I-10-2601-Page 1-0-0 1-1.8 3-0-0 5.6-0 _ 8-6-0 9-6-0i1 1-0-0 1.1.8 1-10-8 2-6-0 a-0.0 1 1-0-0 Scale = 1:17.9 6x6 = 6x10 = 3 4 6.00 FI2 0 5 2 6 l 1 3x4 i 3x4 = 3x4 9 8 2x4 11 1.1.8 1-4-. 3-0-0 + 5.6-0 I 7.2.0 i 8.6.0 1-1-8 0-2-8 1-8-0 2-6-0 1-8-0 1-4-0 Plate6ffse s z-0-2-1-0-0-1--r3-0-3-0-0-1-87-[5-07271Y0-1-81 LOADING(PPsf) SPACING 2.0.0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.36 Vert(LL) 0.04 8-9 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 SC 0.51 Vert(TL) .0.05 8.9 >999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Hor(TL) 0.00 7 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1st LC LL Min I/defl = 360 Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TO' CHORD Sheathed or 6.0.0 oc purlins. 3.4 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 10=558/0.8.0, 7=558/0.8.0 Max Horz 10=-77(load case 5) Max Uplift 10=-51 (load case 4), 7=•475(load case 5) Max Grav 10=574(load case 6), 7=574(load case 7) FORCES (lb) - First Load Case Onlyy TOP CHORD 1.2=33, 2.3=-194, 3-4=-94, 4-5=-195, 5.6=33 BOT CHORD 2.10=103, 9.10=103, 8.9=94, 7.8=103, 5.7=103 WEBS 3.9=.94, 4.9=-1, 4.8=-94 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 10 and 475 lb uplift at joint 7. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. 6) Girder carries hip end with 3.0.0 end setback 7) Special hanger(s) or connection(s) required to support concentrated load(s) 70.51b down and 96.91b up at 5.6.0, and 70.51 down and 96.91b up at 3.0.0 on bottom chord. Design for unspecified connection(;) is delegated to the building designer. p J P IFI•' QiLOADCASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 G* "• •% Uniform Loads (plf) Vert: 1.3=-74.0, 3-4=•80.2, 4.6=-74.0, 2.9=-20.0, 8.9=.21.7, 5.8=.20.0 N0. 4J161ConcentratedLoads (lb) CCVert: 9=-70.5 8=-70.5 0 :• STATE OF C O R t0` S 01UAL November 12,20Q A WARNING - VerVy dartyrs psx..tera and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MRek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be installed and boded vertically. AppBcablltty of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members onty. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the re,sponsIbBBy of the building designer. For general guidance regarding fabilcatbn, quality control, storage, delivery, erection and bracing, consult OST-W Quality Standard, DSB-89 Bracing Spectficatlon, and HIB-91 Handling Installing and Bracing Rocommondatlon ovallable from Truss Plate Institute, 583 D-Oru Nrb Drive, Madison, WI $3719. MiTek PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13i. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property 1/8securely seat. J2 J3 Ja owner and all other interested parties.. 8 TOP CHORDS 2. Cut members to bear tightly against each 17-71 a c other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i ;, , ; ; Q joint and embed fully. Avoid knots and wane plates/ B" from outside edge of O d at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords P slicesI/ a atpanel length(* 6"from adjacent joint.) uCBOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in J1 JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MlTek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothers unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, TM NoA® PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016, 019 w HYDRO-AAFR® 1 1 f Jo russ Truss Type y P y r or on 1965'e' w porchJUNAIDIEBUDIMANPE #451 it 11641381 DR1965EP E ROOF TRUSS 16472 Segovia Cir. N. 1 1PembrokePines, FI 33331-46,:7 (optional) AGCU-SPAN-C NGWUOD- 4301—SR s c 2 I e n us nes, nlc. TFu—ohWG772'1-.IT 001—Page 1 4-3-0 B-6-0 4-3-0 4.3-0 ass = Scale= 1:25.1 2 6.00 F12 3 57-3x4 m 65 4 2x4 11 3x8 = 2x4 11 430 f— 8-&0 4- 3-0 4-3-0 LOADING ( psf) SPACING 2-0-0 CSI DEVIL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.23 Ver•:(LL) •0.00 5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.06 Ver•:(TL) -0.01 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 49 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 6=386/Mechanical, 4=386/Mechanical Max Horz 6=61(load case 4) Max Uplift6=-148(load case 4), 4=-148(load case 5) FORCES ( lb) • First Load Case Only TOP CHORD 1-2=-236, 2-3=-236, 1-6=-345, 3.4=•345 BOT CHORD 5-6=-0, 4.5=0 WEBS 2.5=-92, 1.5=229, 3.5=229 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1. 33, and the plate grip increase is 1.33 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with>tanding 148 Ib uplift at joint 6 and 148 lb uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard E Bc 0t : NO, 4 5161 : ,k 0':• STATE OF oRl oa ONaL November 12,2001 Q WARMNO - Ver(fy dsatyn paranurtera and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. Thisdesign b based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Bracing shown b tot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, election and bracing, consult OST-88 Qualify Standard, DSB-89 Bracing Specification, and MIS-91 Handling Installlnq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, W 15371 G. M iTek® PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property 1 securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each c c other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i „ , ; ¢ joint and embed fully. Avoid knots and wane plates 1/s" from outside edge of o a y at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at 1/4 length(' 6" fromC, u panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MtTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. In all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothers unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018, 019-uNl HYDAO,A/RO 1 4 - job russ russ ype JUNAIDIE BUDIMAN PE #451E•1 Y y f horton 1-965-'e w porc 16472 Segovia Cir. N. 11641382 DR1965EP E3 ROOF TRUSS Pembroke Pines, FI 33331-4627 1 1 optional) ACCL -S N`GWOIID,- 4 26I-SFFl s c Mi e n us nes, Inc. 1TuNov087-2I-rI 06I- age 3.411 5.5.5 _ B-6-0 i 3-0.11 2-4.10 3-0-11 6x6 Scale = 1:21.0 6.00 Fl2 2 6xl0 = 3 3x4 G 3x4 4 1 M n 8 7 6 5 2x4 II 3x4 = 3x8 = 20 II 3-0-11 SSs B-6-0I 3-0-11 2-4-10 9-0-11 P(-aEe 6 se s [3-0-3-0-0-2-7 LOADING (psf) SPACING 2.0.0 CSI DEVIL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.16 Vert(LL) 0.00 7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert:(TL) -0.01 7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) .0.00 5 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/deft = 360 Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TO' CHORD Sheathed or 6.0.0 cc purlins, except end verticals. 2.3 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing. BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 8=482/Mechanical, 5=482/Mechanical Max Horz 8=-139(load case 2) Max Uplift8=-240(load case 4), 5=-210(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=-366, 2.3=-327, 3.4=-366, 1.8=-451, 4.5=-451 BOT CHORD 7.8=0, 6.7=327, 5.6=-0 WEBS 2.7=.55, 2.6=0, 3.6=-55, 1.7=376, 4-6=376 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at lfl ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with>tanding 240 lb uplift at joint 8 and 210 lb uplift at joint 5. 6) This truss has been designed with ANSI/TPI 1.1995 criteria. 7) Girder carries hip end with 3.0.0 end setback 8) Special hanger(s) or connection(s) required to support concentrated load(s) 71.81b down and 98.71b up at 5.5.5, and 71.81t idownand98.71b up at 3.0.11 on bottom chord. Design for unspecified connectior(s) is delegated to the building designer. [7VGJ LOAD CASE(S) StandardA- 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) r • Vert: 1.2=.74.0, 2.3=-90.2, 3.4=-74.0, 7.8=-20.0, 6.7=-24.4, 5-6=-20.0 * i i0. 4•Jifi Concentrated Loads (lb) S ; Vert: 7=-71.8 6=-71.8 - 3 y1C e '; SPATE OF S'•:' O R 10 S ONAL November 12,209 A WARNING - VerVy deol8ss parameters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. Design valid for use only with MlTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicablllty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult GIST-88 Quality Standard, DSB-89 Bracing Spoctllcallon, and HIB-91 M iTe k® Handling Installlnq and Bracing Rocoenmonciation available from Truss Plate Institute. 583 D'Onr Nrlo Drive, Madison, Wl53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t3/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property a securely seat. J2 J3 J4 owner and all other interested parties,. 4 TOP CHORDS 2. Cut members to bear tightly against eachc c other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i U , a Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of v o_ aL at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesPI/ 4at panel length(+ 6" from adjacent joint,) ca V u BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, TM PANEL erection and installation of trusses, 1993 Mitek Holdings, Inc. CLIP FORM018,019 QAP a-MAfL (9 IfMRO,AIR Job-- Truss suss ype JUNAIDIE BUDIMAN PE 945131 Y PIY r hor on 1965'e w porch 16472 Segovia Cir. N. 11641383 DR1965EP FG ROOF TRUSS Pembroke Pines, FI 33331-46:7 1 o tional ACCLTSPATTTCStTGWOOD- 4-261-SR1 s cf 29 -MI e n us nes, nc.T1fu Nov08-OT:21-12-E66I-Page 3.5.8 6-11-0 i 3-5-8 3-5-8 2x4 II 4x6 = Scale: 1/2'=1' 1 4x6 = 7 2 8 3 Li 9 10 5 11 4 2x4 ll 6xe = 2x4 II 3-58 6-11-0 3-SB 3-5-8 LOADING (pPsf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) 0.02 5.6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.09 Vert(TL) -0.02 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.29 Hor.!(TL) -0.00 4 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 6 SYP SS TOP CHORD Sheathed or 6.0-0 cc purlins, except end verticals. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=1786/0-8-0, 4=2228/Mechanical Max Uplift 6=•1230(load case 2), 4=-1686(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1.6=•1576, 1.7=-1293, 2.7=-1293. 2-8=-1293, 3-8=-1293, 3-4=-2002 BOT CHORD 6-9=-0, 9.10=-0, 5-10=•0, 5.11=-0, 4.11=•0 WEBS 1-5=1893, 2-5=-941, 3-5=1893 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1E, It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone or an occupancy category 11. condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of with:;tanding 1230 lb uplift at joint 6 and 1686 lb uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) 2-ply truss to be connected together with 10d Common(.148'x3') Nails as follows: Top chords connected as follows: 2 X 4 • 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9.0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0.9.0 cc. Webs connected as follows: 2 X 4 • 1 row at 0-9-0 oc. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 421.21t1 down and 424.11b up at 2.5.12, and 421.21b down and 424.1 lb up at 4.5.12, and 421.21b down and 424.1 lb up at 6-9.4 on top chord, and 88.71b down and 31.41b up at 1.0.1, and 1415.51b down and 899.41b up at 2-11-12. and 623.31b down and 392.41b up at 4.11.12 on pi B1 rbottomchord. Design for unspecified connection(s) is delegated to the building de:;igner.jj++ Q LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 I •; Uniform Loads (plf) t Vert: 1-3=.74.0. 4-6=-20.0 No. 4 5161 Concentrated Loads (lb) C3 ' Vert: 3=-421.2 7=-421.2 8=•421.2 9=-88.7 10=- 1415.5 11=•623.3 0':• 'STATE OF j 0R oa O• f 1'1 November 12,20 P 1 A WARNING - Ver(jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design is based only upon parameters shown, and is tot an Individual building component to be Installed and loaded vettloaily. Applicability of design parametets and proper Incorporatlon of component is iesponsiblllty of building designer - not truss cieslgnet. 8tocing shown is tot lateral support of Individual web members only. Additional temporary bracing to Insure stability dutlng construction Is the tesponslblilty of the etectof. Additional permanent bibcing of the overall structure is the tecponslblllty of the building designer. For general guidance tegarding fabticatlon, quality control, storage, delivery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and Hill-91 M iTe k® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 593 D'Oncftlo Drive. Madison, W153719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. A TOP CHORDS 2. Cut members to bear tightly against each cz c other. a:WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate i ,; ; Q joint and embed fully. Avoid knots and wane plates/ B" from outside edge of O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords laces PI/ 4 atpanel length(' 6" from adjacent joint.) ceC, C6 BOTTOM CHORDS Thissymbolindicatesthe5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHESTTO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93. 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4010unlessotherwisenoted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothers unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, - T~ erection and installation of trusses. PANEI 1993 Mitek Holdings, Inc. - CLIP FORM016, 019 HMpo. IR @ r. o russ Truss ype JUNAIDIE BUDIMAN PE #45161 Y Ply r or on 9-65- e w port DR1965EP J ROOF TRUSS 16472 Segovia Cir. N. 20 1 11641384 Pembroke Pines. FI 33331-4627 o tional A CUSPAN, C RGWUO 4-2(II—S; s c 06I-fv11 e n us r ofc. TFu Nov08OT2I-r2-Z661—Page 1-0-0 7-0-0 1-0-0 7-0-0 3 Scale = 1:21.1 6.00 12 2 1 4 2x4 = 7-0-0 7-0-0 LOADING (ppsf) SPACING 2.0.0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.16 Vert(TL) 0.25 1.2 >68 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor.e(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Matrix) 1 st LC LL Min I/defl = 360 Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D T01' CHORD Sheathed or 6.0 0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/size) 3=233/Mechanical, 2=425/0.8.0, 4=66/Mechanical Max Horz 2=254(load case 5) Max Uplift3=-253(load case 5), 2=-160(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=35, 2.3=87 BOT CHORD 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1E: It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11. condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withManding 253 lb uplift at joint 3 and 160 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard D0FE BUp,_ No. 4 5161 4C OTATE OF OR Wva ANAL November 12,20 1 AWARMNO - VerVy derfyn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MRek connectors. This design b based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation Di component Is tesponsiblity of building deslgnet - not truss M1deslgnet. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent loNcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delNery, election and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTe k® Recommendation available hom Truss Institute, Sa3 D'Onofrlo DrNe, Madison, Wt 53719. Handling Installing and Bracing RecomPlate PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each cz c other. WEBS J5 3, Place plates on each face of truss at each For 4 x 2 orientation, locate i ;, , ; ; a joint and embed fully. Avoid knots and wane plates/B" from outside edge of v O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chordsplices at panel length(' 6" from adjacent joint,) FL_ ca C, c6 BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 P J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8, Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10, Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, SM A PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018, 019 ono-au,a« i/YORD,A/R Job russ I russ lype JUNAIDIE BUDIMAN PE 9451E 1 Q Y P y dr horton 1-9 S e w/ por- 16472 Segovia Cir. N. 11641385 DR1965EP J21 ROOF TRUSS Pembroke Pines, FI 33331-4621 2 1 o tional AOCCJ SPA Nt;W66 436I-5Ff s c 29- 001-Mi e n us nes, Inc. T ifuoM1Tv680T21-13-2001—Page 1 1-a 2-11-0 1-1-0 2-11-0 3 Scale = 1:17.9 6.00 12 3x4 i 2 Li 4 2x4 11 2 11 0 3x4 i = 2-11-0 LOADING (psf) SPACING 2-0-0 CSI DEF•L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Veri:(TL) 0.02 1.2 >804 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2.11-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 3=77/Mechanical, 5=247/0.7-0. 4=28/Mechanical Max Horz 5=178(load case 4) Max Uplift3=-94(load case 5). 5=-64(load case 4), 4=-79(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=43, 2-3=26, 2-5=-219 BOT CHORD 4.5=-0 WEBS 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of with•;tanding 94 lb uplift at joint 3. 64 lb uplift at joint 5 and 79 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard P B/Q No. 4 5161 STATE OF O R I'D aNaL November 12,20 1 A WARNING - VerVfy derriyn pararneteri and READ NOTES ON TB7S AND REVERSE SIDE BEFORE USE. iiiiiiiiiiiiit® Design valid tot use only with Mllek connectors. This design is based only upon parameters shown, and Is lot an Individual building component to be Installed and boded vevIlcolly. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tot lateral support of Individual web members only. Additional temporaty bracing to Insure stability during construction is The responsibility of the erector. Additional permanent brbcing of the overall structure is the rosponslbltlty of the building designer. For general guidance regarding fabrication, quality controL storage, delivery, etectlan and bracing, consult OST-88 Quality Standard, OSR-89 Bracing Specification, and HIS-91 Handling Installina and Bracing Recommondatlon available from Truss Plate Institute. Sa3 D'Onof o Drive. Madison, WI 53719. M iTek® PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property i. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. 6 J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each a c other. 0 W.EBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate 0 3 , ; ; Q joint and embed fully. Avoid knots and wane plates/a" from outside edge of o at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP o at panel length(' 6" from adjacent joint,) u C, c6 BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7, Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection, PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4001 unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, - TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM016,019 HMRO,A/RO Job BUDIMAN PE #45151 Q y P y r or on 1965 we w% porcDR1965EPJruss3FrUOTypeJUNAIDIE16472SegoviaCir. N. TRUSS Pembroke Pines, FI33331-46:27 3 1 11641386 o tional CUSPAN-CCSNGWOOD— 4-2DI—SR s c 23 I e n us nes Inc. T 1F—u Nov 0T2-1-1-3 2601— age 1.0.0 3-0-0 1-0-0 3-0.0 3 Scale = 1:10.6 6.00 rl2 j 2 2x4 = 1 1-4-0 1 3-0-0 1.4.0 1.8-0 LOADING (osf) SPACING 2.0.0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.16 Ver1(LL) 0.06 2 >247 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.43 Ver1(TL) -0.07 2 >245 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 3-0.0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS(lb/size) 3=94/0.1.8, 4=-188/0.6.0, 5=445/0.8.0 Max Horz 5=148(load case 5) Max Uplift 3=- 145(load case 5), 4=•188(load case 1). 5=.359(load case 4) Max Grav 3=94(load case 1), 4=176(load case 4), 5=445(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1.2=33, 2.3=33 BOT CHORD 2.5=0, 4.5=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at IEt ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone orl an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end ve-ticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 3) Provide mechanical connection (by others) of truss to bearing plate capable of with:;tanding 145 lb uplift at joint 3, 188 lb uplift at joint 4 and 359 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard E BUD No. 4 5161 O % 'STATE fisS..' o R SO.` OVAL November 12,20 1 A WARNING - VerVy design parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual bullding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation DI component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblllty of the erector. Additional permanent brbcing of the overall structure is the rEaponsibBity of the building designer. For general guidance regarding fabrloatlon, quality control. storage, delivery, erection and bracing. consult OST-88 Quality Standard, DSB-89 Bracing Spoctfkation, and NIB-91 M iTek® Handling Installlno and Bracing Becommondatlon available from Truss Plate Institute, 593 D'Onufilo Drive. Madison, WI53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13a *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. 4„ TOP CHORDS 2, Cut members to bear tightly against each7aa other, Q WEBZonoJ 3. Place plates on each face of truss at each For 4 x 2 orientation, locate0 Qjoint and embed fully. Avoid knots and wane plates 1/a" from outside edge of O a at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords laces at /4 length(+ 6" from PceC, o panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber, For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, Ite unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. Mi! 14. Do not cut or alter truss member or plate without prior approval of a professional M iTek® engineer. 15. Care should be exercised in handling, - PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018.019 MYDRO,A/R® o russtruss type JUNAIDIE BUDIMAN PE #45161 Q Y Ply r or on 9b5 e w porc DR 1965EPJJG MONO TRUSS 16472 Segovia Cir. N. 11 11641387 Pembroke Pines, FI 33331-4627 o tionalf1GW0OD, 47210 FF s c 29- 1-Mi e n us nes,Inc. u Nov08 T21-14-ZOO age 1.0.0 F 3.11.4 7-0-0 1-0-0 3.11-4 3-0-12 2x4 11 Scale = 1:23.6 3 6.00 12 6 2 5 4 3x4 = 2x4 II 3-11-4 7-0-0 3.11-4 3-0-12 Plate Offse s [2-0-5-470-0-141 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.85 Ver-(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.05 Ver-(TL) 0.22 1-2 >61 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=352/0.1-8, 4=294/0.1-8 Max Horz 2=286(load case 4) Max Uplift2=-290(load case 4). 4=-235(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=38, 2-6=-71, 3.6=80, 3-4=-230 BOT CHORD 2-5=0, 4.5=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 4. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 Ib uplift at joint 2 and 235 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1- 1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 100.31 :) up at 1-8-0 on top chord, and 13.01b up at 1.8.0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 pp Uniform Loads (plf) `9i pU Vert: 2-4=-20.0, 1-3=-74.0 Concentrated Loads (lb) e• Vert: 5= 13.0 6=62.3 :.Pil l i'••, / No. 45161 ,k STATE 0 R VD.- Q1VAL November 12,20 A WARNING - Ver(fy design parameter. and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. i Design valid for use only with MITek connectors. this design loaded IIIbased only upon parameters shown, and Isfor on Individual building component to be Installed and aded vertically. APpBcabtltty of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown b for literal support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responslblllty of the erector. Additional permanent brbcing of the overall structure Is the rf sponsiblilty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-Sa Quality Standard, DSB-89 Bracing Specification, and HIB-91 M iTek® Handling Installlnp and Bracing Recommendationavolfoble from Truss Plate Institute, 593 D'Onofrb Drive, Madison, WI63719. mumbwhgg sy0em ejGe ere saf w Nofts PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each other. WEBS JS 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , ; ¢ joint and embed fully. Avoid knots and wane plates I/a"from outside edge of o a y at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at I14 length(+ 6" fromceC, u panel adjacent joint.) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4000 unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, - T~ PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018,019 w HMRO,AIR0 - 7oti russ Truss type JUNAIDIE BUDIMAN PE #451E1 Q Y Y r oilr1-9'65'e w`i porch 16472 Segovia Cir. N. 11641388 DR1965EP JG1 ROOF TRUSS Pembroke Pines, FI33331-4627 1 1 o tional ACC6 , T7GW60 F d-2917 sOct1 e us nes, Inc. 1Tut0807"21-I5 206I— aPge1 2-11-8 6-11-0 2.11.8 3.11.8 Scale = 1:13.1 6x10 = 6 3 2x4 II 2 6.00 12 Ll r0 1 LJ J 5 2x4 11 7 4 3x4 = 4x6 = 2-11-8 6-11-0 2.11-8 3-11-8 LOADING (ppsf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.27 Vert(LL) 0.03 4.5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.24 Veri(TL) •0.03 4-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 4 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TO' CHORD Sheathed or 5.8.13 oc purlins, except end verticals. 2-3 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 8.9-6 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=690/0-7-0, 4=794/Mechanical Max Horz 1=96(load case 4) Max Uplift 1=-511(load case 4). 4=-600(load case 4) FORCES (lb) - First Load Case Onlyy TOP CHORD 1-2=-1237, 2-6=1, 3-6=-1. 3.4=-147 BOT CHORD 1-5=1055, 5-7=1129, 4-7=1129 WEBS 2-5=736, 2-4=•1208 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with C ASCE 7-98 SBC/ANS195 If they to Ifexposureperendverticalsexist, are not exposed wind. cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with:>tanding 511 lb uplift at joint 1 and 600 lb uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 20.31b down and 260.81b up at 2- 11.8, and 11.61b down and 160.1Ib up at 5-0-1 on top chord. and 475.0Ib down and 219.61t- up at 2.11.8. and 368.91b down and 157.91b up at 4-11-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard `D'•uv/ 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 •`Q1 C,q .`) Uniform Loads plf) y Vert: 1.2=-74.0, 2.3=•74.0. 1-4=-20.0 /- Concentrated Loads (lb) * Vert: 2=•20.35=-475.06=-11.67=-368.9 %• i`l0.4•jlfil O '.. STATE OF o RI'D,A'' OVAL November 12,20 B WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. sienitien e Design valid tot use only with MRek connectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be Installed and loaded vettlaally. ApplicabBBy of design parameters and proper Incorporation of component b responsibility of building designer - not truss designer. Brocing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability duting construction Is the tesponslbility of the erectot. Additional permanent brbcing of the overall structute Is the uaponslblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and biocing, consult OST-88 Quality Standard, DSB-69 Bracing Specification, and NIB-91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoftlo Drive, Madison, WI53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1V. *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise, Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property All , securely seat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc: a other. WEBS J5 a:3. Place plates on each face of truss at eacha4:* For 4 x 2 orientation, locate o joint and embed fully. Avoid knots and wane plates/a" from outside edge of O oL V at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP o at'/4 panel length(+ 6" from adjacent joint.) FA C48, BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft• spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, TM erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORMOIB,OIV o G-wA w HYDRQ,AW o russ ypeJUNAIDIE BUDIMAN PE #45161 Y Y r or on I965 e w porc 116472SegoviaCir. N.11641389 DR1965EP J" USS G2 ROOF TRUSS 1 1PembrokePines, FI33331-4627 optional, ACCITSPAP7-C6tTGWO06- -4.ZOT sOctI e n us neTT IF-u F 68 dT:2I-15 ZU01 Flage I 2-11-8 6-11-01 2-11-8 3-11-8 Scale = 1:13.1 6x10 = 6 3 2x4 II 2 6.00 12 0 1 LJ 5 2x4 11 7 4 3x4 = 4x6 = 1 2-11-8 6-11-0 2-11-8 3-11-8 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.27 Vert(LL) 0.03 4.5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.24 Vert:(TL) -0.03 4.5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 4 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 5.9.9 oc purlins, except end verticals. 2.3 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 8.9.0 oc bracing. BOT CHORD 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=677/0.7.0, 4=779/Mechanical Max Horz 1=96(load case 4) Max Uplift 1=-513(load case 4), 4=.594(load case 4) FORCES (lb) - First Load Case Onlyy TOP CHORD 1.2=-1212, 2.6=1, 3.6=-1, 3.4=-139 BOT CHORD 1.5=1033, 5.7=1108, 4.7=1108 WEBS 2.5=743, 2.4=•1184 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of with:standing 513 lb uplift at joint 1 and 594 lb uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1.1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 0.71b Gown and 241.61b up at 2.11.8, and 143.71b up at 5.0-1 on top chord, and 477.1I10 down and 250.41b up at 2.11.8, and 372.31b down and 157.91b up at 4-11.12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. ppjj++ LOAD CASE(S) Standard` p•',u 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 PoIFI(,' Uniform Loads (plf) jj U • Vert: 1.2=-74.0, 2.3=.74.0, 1.4=-20.0 Concentrated Loads (lb) Vert: 2=-0.7 5=-477.1 6=3.5 7=-372.3 No. 4.5161 t0':• STATE OF ONAL November 12,20 1 A WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. p i e Design valid for use only with MITek connectors. 1hb design Is bosed only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appilcablltty of design parameters and proper Incorporation of component is responsibility of building designer - not (russ designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the rsaponslbllity of the building designer. For general guidance regarding fabrication, quality control storage, degveiy, erectlon and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and NIB-91 Handling Installfnq and Bracing Recommendatlon available from Truss Plate Institute. 583 D'Onr Hilo Drive, Madison, WI53719. M iTek® symbWs PLATE LOCATION AND ORIENTATION 13/4 * Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. Humbchg) sysftm J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MRek/Gang-Nail Joint/Plate Placement Chart. FARTHESTTO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(* 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. , FORM018,019 GANG -NAIL 0 HMR014IRO Job russ I russ I ype y Ply r or on 1-965- e w portJUNAIDIEBUDIMANPE #451E 1 11641390 DR1965EP K ROOF TRUSS 16472 Segovia Cir. N. 6 1 Pembroke Pines, FI33331-4627 o tional) AI PC NGW66D— 4"2U1-5 s c 9 001-MI e n us nes, nc. T tau oNvOS-OT2-1-1Y2001—Page I 1-0-0 I 5.0-0 1-0-0 5.0-0 3 Scale = 1:16.3 6.00 12 2 t 4 2x4 = 5-0-0 i 5.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Ver1(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.08 Verl(TL) 0.08 1-2 >211 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=155/Mechanical, 2=336/0.8.0, 4=46/Mechanical Max Horz 2=186(load case 5) Max Uplift3=-176(load case 5), 2=-157(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=35, 2.3=58 BOT CHORD 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1£1 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 3 and 157 Ib uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 1E BUD I No. 4 5161 0':• STATE OF ° s•. Qo."06sANAL November 12,20 1 AWARMNO - Ver(fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the tesponslblllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regatding fabrication, quality control storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI $3719. M iTek® symb s PLATE LOCATION AND ORIENTATION 1'/. * Center plate on joint unless 17-11 dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 8 , a 0 0 For 4 x 2 orientation, locate plates 1 /8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. mumb vhg sy0em J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTek® ANG(en nd SatWy Hafts Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc FORM016.019 HMR0,4/R® o russ russ ype JUNAIDIE BUDIMAN PE #45161 Y P y r or on i365'e w%porch 16472 Segovia Cir. N. 11641391 DR1965FP L ROOF TRUSS 6 1PembrokePines. FI33331-4627 o tional nes, Inc. u ov 07-21.1Y2001 PageACDSPAT7T(51TGWOO-261—SR s c 29 I e n u'I" 1-0-0 3-0-0 i 1.0-0 3.0.0 3 Scale = 1:10.6 6.00 F12 2 1 4 2x4 = 3-0.0 3.0-0 LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Verl(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.02 1.2 >703 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 3-0.0 oc purl ins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/size) 3=69/Mechanical, 2=254/0.8.0, 4=26/Mechanical Max Horz 2=117(load case 5) Max Uplift3=-97(load case 5). 2=-164(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1.2=35, 2.3=-62 BOT CHORD 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1E It above ground level, using 5.0 psf top chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 164 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard XV U4 IiFrc,'L t : N0. 4 5161 ? SPATE S'•:4 O R t0 S aJUAL November 12,20 1 AWARNING - Ver(jy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. ssn® Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is lot an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation .31 component Is tesponslbllity of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web members only. Additional ternporary bracing to Insure stability during construction Is the iesponsdblllty of the erector. Additional permanent bA3cing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and btacing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrb Drlve, Madison, WI53719. M iTek® PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1'i4 *Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. 1/81, J2 J3 J4 owner and all other interested parties.. TOP CHORDS 72. Cut members to bear tightly against eachc2 other. WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o ,; ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chordsplices I/ 4 atpanel length(' 6" from adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/ Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 400" unlessotherwisenoted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING othersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings ( supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, - TM erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. , CLIP FORMOI B. OI V o til fMRO-AIR Job russ I russ I ype JUNAIDIE BUDIMAN PE #45161 Y Y dr horton 1-965 e' w porc DR1965EP L1 16472 Segovia Cir. N. ROOF TRUSS Pembroke Pines, FI 33331-4627 2 1 11641392 o tional) AC -CD -AN, , TTGWO-OD- 4-261—ST s c OTMI e nduslrl-" s, Inc. T1f u Nov GS-072T-1 GG —Page 1-0-0 3-0-8 1-0-0 3-0-8 3 Scale = 1:10.7 6.00 512 2 1 4 2x4 = 3-0-8 3-0-8 LOADING (ppsf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.02 1-2 >704 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor.!(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 11 lb LUMBER BR4CING TOP CHORD 2 X 4 SYP No.21) TO' CHORD Sheathed or 3-0-8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size) 3=7 1 /Mechanical, 2=255/0-8-0, 4=26/Mechanical Max Horz 2=119(load case 5) Max Uplift3=-99(load case 5), 2=-164(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=-63 BOT CHORD 2 4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1£; It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed t:) wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 164 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard E 13e4 J' 0 No. 45161 'k nc STATE OF c1 : A% w ANAL November 12,20 1 A WARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valld for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult OS7-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Hondling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'OnrNrb Drive, Madison, W153719. M iTek® PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t'i. * Center plate on joint unless Damage Or Personal Injury dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. 8 J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each u c other, o WEBS J5 a:3. Place plates on each face of truss at each For 4 x 2 orientation, locate o joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of o a IN at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at /4 length(+ 6" fromC, u panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt JB J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWEST JOINT 7, Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, - PANEL TM erection and installation of trusses, 1993 Mitek Holdings, Inc. CLIP FORM018,019 HMRO.AZR® o r russ I russ I ype JUNAIDIE BUDIMAN PE #45161 Y dir horton 1365 e w porch 1164139316472SegoviaCir. N. DR1965EP L24 ROOF TRUSS 1 1PembrokePines, FI 33331-4627 o tiona1 ACTTSPAN, NGWOO 47ZO —5 s c 2 -MI e n us nesInc. I uu Rov 08-OT2 17-2UM age 2-4-81 2-4-6 3 Scale = 1:10.7 6.00 F12 2 3x6 11 3x4 i 4 2-4-8 248 PTaEeOfse s 1707177,(T LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.10 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.02 Vert(TL) •0.00 1-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hor.t(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 10 lb LUMBER BR4CING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 2.4.8 oc purl ins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0 0 oc bracing. SLIDER Left 2 X 4 SYP No.3 1.3-7 REACTIONS (lb/size) 1=109/Mechanical, 3=86/Mechanical, 4=23/Mechanical Max Horz 1=104(load case 5) Max Uplift 1=•21(load case 5). 3=-102(load case 5) FORCES (lb) • First Load Case Only TOP CHORD 1-2=•45. 2-3=29 BOT CHORD 1.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1E; It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-98 SBC/ANS195 If they to Ifperendverticalsexist, are not exposed wind. cantilevers exist, they are exposed to wind. If porches exist, they are not exposed 0 wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 102 lb uplift at joint 3. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard XpE UQ/ j No. 4.5161 4VCV SS NAL November 12,200 eWARMNO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. siiiiiie"e Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation 3f component Is responsibility of building designer - not truss designer. Bracing shown Is lot lateral support of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent btacing at the overall structure Is the responsibility of the building designer. For general guidance tegaiding fabrication, quality control, storage, delivery, erection and bracing, consult OSF-88 Quality Standard, DSB-89 Bracing Specification. and HIB-91 M iTe k® Handling Installdnq and Bracing Recommendation available from Truss Plate Institute, 693 D'Onofrlo Drive, Madison, WI 53719. symb s PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. filly ,A.. 0 Q For 4 x 2 orientation, locate 0 X plates I/8" from outside edge of otrussandverticalweb. This symbol indicates the required direction of slots in connector plates. HMMb(BV6ng SYS(SM J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT MRek/Gang-Nall Jolnt/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SI2E The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. WWI A\Genwd S&Wy Noct's Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. MM PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018.019 IffOQD-AW QD Job russ I russ I ype JUNAIDIE BUDIMAN PE #451E1 y Ply r or on 9-65-e w 1porc L DR1965EP L27 ROOF TRUSS 16472 Segovia Cir. N. 1 1 11641394 Pembroke Pines, FI33331-4627 o tional ACCi-SPAN, L 9GW60D- 4.20-1—SR` s cf-29- 01-Mi e n us rles, Inc. u Nov OS-OT:21-1-8- =F`age 2.7.8 278 2 Scale = 1:10.7 6.00 Fl2 1 3x6 I I 3 3x4 = 2-7-8 2-7-8 a e 0 se s 1-0 0 0-0-1-2-[I-(1-4-1 1-0-1.41 LOADING (ppsf) SPACING 2.0.0 CSI DEF'L in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.10 Ver1:(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.02 Vert(TL) •0.00 1.3 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC ILL Min I/deft = 360 Weight: 9 Ito LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO? CHORD Sheathed or 2.7.8 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 1=115/0.3-0. 2=90/Mechanical, 3=24/Mechanical Max Horz 1=104(load case 5) Max Uplift 1=.26(load case 5), 2=.104(load case 5) FORCES (lb) • First Load Case Only TOP CHORD 1.2=38 BOT CHORD 1.3=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of with -sanding 26 lb uplift at joint 1 and 104 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard N0.45161 ? 'k STATE c FsS`" 0 R 10,A.'. ANAL November 12,20 AWARMNO - VerM design parameters and READ NOTES ON TNIS AND REVERSE SIDE BEFORE USE. ® Design valid for use only with MITek connectors. This design Is based only upon porameters shown, and Is for an Individual building component to be Installed and boded vertkalty. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to Insure slabWty during construction is the responslblilty of the erector. Additional permanent brbcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control storage, delivery, election and bracing, consult OST-BB Quality Standard, DSB-89 Bracing Speclficatbn, and HIS-91 M iTek® Handling tnstalllnq and Bracing Recommendallonovallable from Truss ftle Institute, 583 D'OrnNrb Drive, Madison, Wl53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc2c other. O WEBS J5 cc3. Place plates on each face of truss at each For 4 x 2 orientation, locate oz , ; ; Q joint and embed fully. Avoid knots and wane plates I/a" from outside edge of o a y at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord PIat /4 panel length(' 6" from adjacent joint.) C, BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt JB V J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST To THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFTTO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur, stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, T~ erection and installation of trusses. PANEL 1993 Mitek Holdings, Inc. CLIP FORM018.019 NMRO,AIR® Job russ I russ I ype JUNAIDIE BUDIMAN PE #451E•1 Y Y rdr horton 1965-'e w porc 1 16a72 Segovia Cir. N. 11641395 DR1965EP M ROOF TRUSS 16 1 Pembroke Pines, FI 33331-4627 ( optio33 NGWOOD— s c 29- 06I-MI ek dusfneInc.1T1—u Nov 08-O7-:2I-18-2601—Page 1.0.0 + 1-0-0 1-ao 1-0-0 3 Scale = 1:6.1 6.00 12 2 4 1 2x4 = 1-0.0 1-0-0 LOADING (psf) SPACING 2.0.0 CSI DEVIL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.10 Ver:(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.00 Ver:(TL) 0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1.0.0 cc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/size) 3=-17/Mechanical, 2=179/0.8.0, 4=9/Mechanical Max Horz 2=79(load case 4)) Max Uplift3=-33(load case 5), 2=.178(load case 4) Max Grav 3=41(load case 4), 2=179(load case 1). 4=9(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1.2=34, 2.3=-43 BOT CHORD 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3 and 178 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard DE B Q/ N0, 45161 Qc STATE a sseio IDS r L November 12,20 1 A WARNING - V* y design parameters and READ NOTES ONTNIS AND REVERSE SIDE BEFORE USE. Design valid tot use only with Mllek connectors. this design Is based only upon parameters shown• and Is lot an Individual building component to be Installed and loaded vettloally. Applicability at design parometeis and ptopei Incorpoiatlon of component Is tesponsibillty of building deslgnet - not truss deslgnet. Bracing shown b lot lateial support of Individual web members only. Additional te.npototy bracing to Insure stablllty duting construction Is the responsibillty of the erector. Additional permanent bracing of the ovetall structure Isthe responsibility of the building designer. For genetal guidance r egoiding fobrloatlon, quality control, stotage, delNery, erection and biactng, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommondallon available from Truss Plate Institute, 583 D'Orn>ftlo Drive. Madison, WI53719. M iTek® symbds PLATE LOCATION AND ORIENTATION 1 % *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„y 17-1 0 For 4 x 2 orientation, locate 0 plates 1/8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. HumbeNng syOem J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHESTTOTHE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4e continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeko Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I/4 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018.019 Job russ I russ ype ,IUNAIDIE BUDIMAN PE tt45161 y P y dr horton 19 5-'eiw porc 16472 Segovia Cir. N. 11641396 DR1965EP M18 ROOF TRUSS Pembroke Pines, FI33331-46'27 2 1 o tional rACCD-S M1lG4V60D- -ZOI-5 s c -I0-0.1-ek Industries, nc. u oNOT:2'1-1-9-2DUI—Page 1 1.1-0 + _ 1-8-12 1.1.0 1-8-12 3 6 00 F12 Scale = 1:15.3 3xa II 2 BLDR. TO PROVIDE CONN. TO RESIST HOR. MOVEMENT. N f f 4 2xa II 1-8-12 1-8-12 LOADING (psf) SPACING 2.0.0 CSI DEVIL in (loc) I/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.38 Veri(LL) 0.00 4.5 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.16 Ver1(TL) 0.01 1-2 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/dell = 360 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 1-8-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 3=24/Mechanical, 5=209/0-7-0, 4=10/Mechanical Max Harz 5=156(load case 4) Max Uplift3=•98(load case 5). 5=-40(load case 2), 4=•58(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=43, 2-3=-41, 2-5=-188 BOT CHORD 4-5=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1£; It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-98 per SBC/ANS195 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of with:ctanding 98 lb uplift at joint 3, 40 lb uplift at joint 5 and 58 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard XQ N0, 45161 STATE OF November 12,20 1 WARNING - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. miiiiiw Design valid fat use only with Mtfek connectors. This design Is based only upon parameters shown, and b for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incoipofatlon of component Is iesponsiblllly of building deslgnef - not huss designer. Bracing shown Is lot loleial support of Individual web members only. Additional ternpotary bfacing to Insure stability duiing consituctlon Is the responsibility of the elector. Additional pefmonent btbcing of the ovefall shucture b the tesponslblflty of the building designer. Foi genetal guidance regarding tabrloatlon, quality control, storage, delNety, erection and bracing, consult OST-68 Quality Standard, DSB-80 Bracing Specification, and HIB-91 Handling Installlna and Bracing Recommendation available from Tfuss Plate Institute, 583 D'Onc fflo Dflve, Madison, WI53719. M iTe k® Humbwhg sysfom ANO(eneva0 sa v Hofts PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property t V. * Center, plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each C? other. Q WEBS J5 3. Place plates on each face of truss at each For 4 x 2 orientation, locate o , ; ; Q joint and embed fully. Avoid knots and wane plates/8" from outside edge of o_ a ' at joint locations. truss and vertical web. a 4. Unless otherwise noted, locate chords lacesP o at I/4 panel length(+ 6" from adjacent joint,) C6 BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MtTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design, Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/ DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018. 019 W OfMRD.AFR 0 Job russ I russ type JUNAIDIE BUDIMAN PE #45161 Y Y dr horton 1965- e w/ porch11641397 DR1965EP P 16472 Segovia Cir. N. ROOFTRUSS 3 1 PembrokePines, FI 33331-4627 o tional) ACCII- SPA G N60 4 201; s c e n us ne—f- Inc.T1f uNov 08 07:2I I9-age 1- 0-0 7-0-0 14-0-0 15•0-0 1- 0-0 7-0-0 7-0-0 1-0-0 Scale = 1:27.4 4x6 = 3 6. 00 12 2 4 i1 5 Io 6 3x4 = 2x4 1 3x4 = 1 7-0-0 14-0-0 7- 0-0 7-0-0 LOADING ( Psf) SPACING 2-0-0 CSI DEF'L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.72 Verl(LL) 0.02 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.25 Verl(TL) -0.06 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 4 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 360 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 6.0.0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS ( lb/size) 2=730/0.8.0, 4=730/0.8.0 Max Horz 2=137(load case 4) Max Uplift2=-514(load case 4), 4=.514(load case 5) FORCES ( lb) - First Load Case Onlyy TOP CHORD 1-2=17, 2.3=-668, 3-4=-668. 4 5=17 BOT CHORD 2-6=590, 4.6=590 WEBS 3.6=133 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 1E; ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end ve-ticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint 2 and 514 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard t : NO, 44 5161 w Y STATE OF r S.' 0R10A*° r. Mf.. nraL November 12,20 ALWARNINO - VerVy design parurrseters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. rassois® Design valid for use only with Mtfek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation -N component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Spoeftaflon, and HIB-91 M iTe k® HandlingInstallingandBracingR•comm•ndaflon available from Truss Plate Institute, 583 D'Onc-frb Drive, Madison, WI33719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 17-1 0 Q 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. H umb svhg System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MtTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke O Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at /4 panel length(' 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. IllIlIIII PANEL TM CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials, 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018,019 HYDRO,AW 0 is 0. ". Job Truss Truss Type JUNAIDIE BUDIMAN PE #451E1 Q y Ply r or on 65 e w porch 7DR 1965EP PGAB ROOF TRUSS 16472 Segovia Cir. N. 1 1 11641398 Pembroke Pines, FI 33331-4627 o tional AM-67SFAN-C NGW60D7-FL 4 207—SR1 s c 2g aumiek industries, Inc. Thu Nov0E7GT21:20-2O0i—Page 1-0-0 7-0-0 14-o•0 15.0-0 1-0-0 7-0-0 7-0.0 1-0-0 Scale = 1:27.4 4x6 = 3 2x4 2x4 11 6.00 F12 2x4 II 2x4 11 4 2 Li Li 5 l-7 2x4 11 2x4 11 6 2x4 11 2x4 11 3x4 = 2x4 1 3x4 = 7-0-0 14-0-0 7-0-0 7.0.0 LOADING (psf) SPACING 2.0-0 CSI DEF'L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.81 Verl(LL) 0.02 6 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.06 2-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.01 4 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/deft = 360 Weight: 63 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 6-0.0 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=730/0.8.0. 4=730/0-8-0 Max Horz 2=137(load case 4) Max Uplift2=-514(load case 4), 4=-514(load case 5) FORCES (lb) • First Load Case Onlyy TOP CHORD 1-2=17, 2-3=-668, 3-4=-668, 4-5=17 BOT CHORD 2-6=590, 4.6=590 WEBS 3.6=133 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end ve-ticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Standard Gable End Detail' 4) Gable studs spaced at 2.0.0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 514 lb uplift at joint 2 and 514 lb uplift at joint 4. 6) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard DeE No. 4 5161 4C OTATE OF ASS%0RI'D- e+.y M N oNaL November 12,20 , WARNING - VerVy design paraf seters and READ NOTES ON THIS AND RE VERSE SIDE BEFORE USE. wisruss ® Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and is lot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral suppott of Individual web membets only. Additional temporary bracing to Insure stability during construction Is the tesponslbility of the erector. Additional permanent brbeing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and biocing, consulf OST-W Quality Standard, 056-89 Bracing Specification. and HIS-91 M iTek® Handling Imtolllnq WandBracingRecommeratlon available from Truss Plate Institute, 593 D'Onofrlo Drive. Madison, WI53719, PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13/4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2, Cut members to bear tightly against each other. o WEBS JS 3. Place plates on each face of truss at eacha4::* For 4 x 2 orientation, locate 0 3 ,; , ; Q joint and embed fully. Avoid knots and wane plates 1 /8" from outside edge of O a _ at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chord splices at /4 length(* 6" fromuC, cb panel adjacent joint,) BOTTOM CHORDSThissymbolindicatesthe 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, - TM PANEL erection and installation of trusses. 1993 Mffek Holdings, Inc. CLIP FORM016,019 HYDRO -AIR ® t , o russ runsType Q y P y r or on 65'i w p%rc JUNAIDIE BUDIMAN PE #451E 1 11641399 rDR1965EP S ROOF TRUSS 16472 Segovia Cir. N. 3 1 Pembroke Pines, Fl33331-4627 o onal TGW 4-201-5R1 cF29Out T Nv-T202milees,Inc.0 gWCCYSFAsu 1.5.0 5-2-5 9.10.13 r i 1.5.0 5.2.5 4-8-7 4 Scale = 1:21.0 4.24 Fl2 3x4 3 6 2 f- 6f 7 6 5 2x4 = 2x4 II 3x4 = 5-2-5 9.10.131 52-5 4-8-7 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.50 Ver•:(LL) 0.04 6.7 >999 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.42 Ver•:(TL) -0.08 6.7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6.0.0 cc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 9.3.9 cc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=314/0.1.8, 2=515/0.11.5, 5=427/Mechanical Max Horz 2=315(load case 2) Max Uplift4=-309(load case 5), 2=-254(load case 2), 5=-150(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-8=29, 2.8=29, 2.3=-937, 3.4=77 BOT CHORD 2.7=856, 6.7=856, 5.6=0 WEBS 3.7=166, 3.6=-933 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone oil an occupancy category 11, condition I enclosed building, C ASCE 7.98 SBC/ANS195 If they to Ifwithexposureperendverticalsexist, are not exposed wind. cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 4, 254 lb uplift at joint 2 and 150 lb uplift at joint 5. 5) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1.8=-74.0 gr!^ Trapezoidal Loads (plf) Vert:8=0.0-to-4=-183.1, 2=-1.7-to-5=49.5 ' No. 4.5161 CC 0 STATE OF r V R'106' O - ANAL November 12,20 9 1 A WARNING - Ver(fy design parameter* and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is lot on Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. itiocing shown is lot lateral support of Individual web members only. Additional lemporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the wsponslbllily of the building designer. For general guidance regarding fabrbalbn, quality control storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSR-89 Bracing Specification, and HIS-91 Handling Instolllnq and gracing Recommendation available from Truss Plate Institute. $83 D-Onr Nrb Drive, Madison, WI53719. M iTek® symb s PLATE LOCATION AND ORIENTATION 13/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MRek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required oe"", continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeko ANG(efl nd S&(Oy moots Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane o at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at'/4 panel length(* 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. TM PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. FORM018,019HYDRO-AIR® 1 i 4 o russ russ Type JUNAIDIE BUDIMAN PE #4511i1 Y Y r for on i965 e w porch/ s DR1965EP S1 16472 Segovia Cir. N. ROOF TRUSS 2 1 11641400 Pembroke Pines. FI 33331-4627 o tional C ACC13 SPAh7-C6tTG\N60 2 5R1 s c 61—Mi e n us nes, nc. u M1Tov 08 7 21 2)- age 1-5-0 4-3-10 1-5-0 4.3-10 3 Scale = 1:10.8 4.24 rl2 2 6 1 4 2x4 = 4.3.10 4-3-10 LOADING (psf) SPACING 2.0.0 CSI DEF'L in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TIC 0.25 Vert(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.09 1.2 >238 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 16 Ile LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4.3.10 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/size) 3=78/Mechanical, 2=215/0.11.5, 4=29/Mechanical Max Horz 2=67(load case 3)) Max Uplift3=-87(load case 5), 2=-150(load case 2) FORCES (lb) - First Load Case Onlyy TOP CHORD 1.5=29. 2.5=29, 2.3=-33 BOT CHORD 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 3 and 150 Ib uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1.5=.74.0 Trapezoidal Loads (plf) Vert: 5=0.0-to-3=-79.6, 2=• 1.7-to-4=-21.5 E 13 _ i i 14- No. 4.5161 ,k STATE OF SONAL November 12,20 1 AWARNING - VerV%y design parameters and READ NOTES ON THIS AND REVERSE SIDE BEPORE USE. ® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Inslalled and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insults stability during construction is the responsibility of the erector. Additional permanent IoNcIng of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 OualBy Standard, OBB-89 Bracing Spectflcatlon, and HIS-91 k® HandlingInstalllnaandBracingRecommendationavailableffomTrussPlateInstitute, 583 D'Onofrb Drlve, Madison, WI5371 G. M iTe PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 11/4 * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each C? other. 0 WEBS J5 a:3. Place plates on each face of truss at eacha4*For 4 x 2 orientation, locate o , 3 a: joint and embed fully. Avoid knots and wane plates 1/8"from outside edge of o a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP at 14 length(' 6" fromc8C, u panel adjacent joint.) BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in J1 J8 J7 J6 lumber shall not exceed 19%at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7, Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTH EST TO TH E LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9, Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, 4000 unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised In handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. - CLIP FORM016,019 HMRO,AIIR 0 o r russ Truss Type JUNAIDIE BUDIMAN PE #45161 Q y P Y dr horton rgG5e w porc DR1965EP S2 16472 Segovia Cir. N. ROOF TRUSS 2 1 11641401 Pembroke Pines, F133331-4627 rACCU SPAN-T N-GW0G 4726 5 s c I eo nlouslnes, Inc. u ov :£1722-20-617age 1- 5-0 4-2-15 1- 5-0 4.2.15 3 Scale = 1:10.5 4. 24 12 o_ r 2 2x4 = 1 1- 10-10 + 4-2-15 1- 10-10 2-4-5 LOADING ( psf) SPACING 2.0.0 CSI DEF'L in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.18 Ver1:(LL) 0.19 2 >122 M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.60 Ver1:(TL) -0.17 2 >131 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.07 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC LL Min I/defl = 360 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4-2.15 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS( lb/size) 3=90/0.1.8, 4=-127/0-8.8. 5=354/0.11.5 Max Horz 5=81(load case 3) Max Uplift3=-120(load case 5), 4=-127(load case 1). 5=-334(load case 2) Max Gray 3=90(load case 1), 4=148(load case 2), 5=354(load case 1) FORCES ( lb) - First Load Case Only TOP CHORD 1.2=35, 2.3=20 BOT CHORD 2.5=0, 4-5=-0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone oil an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 3, 127 lb uplift at joint 4 and 334 lb uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1.2=-74.0 Trapezoidal Loads (plf) Vert: 2=-0.0-to-3=-78.5, 2=0.0.to-4=-21.2 \piE 18 NO, 4 5161 STATE November 12,20 eWARNINO - VerVy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Mi! DesignvalidtotuseonlywithMlTekconnectors. This design Is based only upon parameters shown, and Is tot an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation D1 component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional teinpotary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent loNcing of the overall structure is the ieiponslblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-41 M iTek® HandlingInstalllnqandBracingRecommendationavailablefromTrussPlateInstitute, 683 D'Onofrlo Drive, Madison. Wl53719. syrr bds PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. A„ 0 Q 0 For 4 x 2 orientation, locate plates 1 /8" from outside edge of o truss and vertical web. This symbol indicates the required direction of slots in connector plates. Humbevhg sysftm J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each Q joint and embed fully. Avoid knots and wane 0 at joint locations. a 4. Unless otherwise noted, locate chord splices 0 at I14 panel length(+ 6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE For tabular plating formal refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE The first dimension is the width CONNECTOR PLATE CODE APPROVALS 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. BOCA 86-93, 85-75, 91-28 LATERAL BRACING HUD/FHA TCB 17.08 Indicates location of required 4011, continuous lateral bracing. ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. MiTeke O TM PANEL CLIP FORM016,019 MMRO,AIR 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design, 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. 1993 Mitek Holdings, Inc. M lJob russ Truss ype JUNAIDIE 13UDIMAN PE 1145131 y y r 1or on 1965 e w pore 16472 Segovia Cir. N. 11641402 DR1965EP S3 ROOF TRUSS 2 1PembrokePines, FI 33331-46::7 o tional r-X=SP-A PTGW-O-O , -261-5 061-MI c T u 8-0T21?22-260I—Page 1sceicnusries, nT 1fov 1-6-6 4-1-8 1-6-6 4-1-8 3 Scale = 1:17.8 4.24 Fi2 3x4 2 4 2x4 11 4-1-8 3x4 = i 4-1-8 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.25 Verl(LL) n/a n/a M1120 249/190 TCDL 7.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.09 1.2 >240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 Matrix) 1st LC ILL Min I/dell = 360 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TO' CHORD Sheathed or 4.1.8 oc purlins, except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 3=73/Mechanical, 5=223/0.9.14, 4=26/Mechanical Max Horz 5=130(load case 3) Max Uplift3=-77(load case 5). 5=-140(load case 2), 4=.31(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1.2=43, 2.3=-27, 2-5=-209 BOT CHORD 4.5=-0 WEBS 2.4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 1f; It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone oil an occupancy category 11, condition I enclosed building, with C ASCE 7.98 SBC/ANS195 If the left is the isexposureperendverticalsexist, exposed and right not exposed. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of with:sanding 77 lb uplift at joint 3. 140 lb uplift at joint 5 and 31 lb uplift at joint 4. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1.2=-74.0 Trapezoidal Loads (plf) Vert: 2=-2.7-to-3=-76.3, 5=0.0-to-4=.20.6 No. 4 5161 STATE OF NAL November 12,20 1 AWARMNO - Ver{fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is tot an Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent brbcing of the overall structure is the rcaponslblllfy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DS13-89 Bracing Specification, and HIS-91 Handling Installinq and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrb Drive, Madison, WI53719. M iTe k® PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1)/. * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against eachc7c other. o WEBS J5 cc3. Place plates on each face of truss at each For 4 x 2 orientation, locate i , ; ; Q joint and embed fully. Avoid knots and wane plates 1/8" from outside edge of O a _ at joint locations. truss and vertical web. o a o 4. Unless otherwise noted, locate chord splices 1 at 14 panel length(' 6" from adjacent joint.) C8 C, c6 BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 % at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING ATTHE LOWESTJOINT 7. Camber is a non-structural consideration and MiTek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and X perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility of BEARING others unless shown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, TM PANEL erection and installation of trusses. 1993 Mitek Holdings, Inc. CLIP FORM018.019 HMRO,AFR® Ia L 4' o • russ russ ype JUNAIDIE BUDIMAN PE #45131 y Y r or on 9b5- e' w porch If 16472 Segovia Cir. N. 11641403 LDR1965EP S4 ROOF TRUSS Pembroke Pines. FI 3333t-46::7 1 1 tal 2 sc s T1—hov-ageAes,Inc.0 1-5- 0 2-4-5 l 1.5- 0 2-4-5 3 Scale = 1:7.5 4.24 FIT 5 2 6 4 1 2- 4- 5 2-4- 5 LOADING (ppsf) SPACING 2.0.0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 30. 0 Plates Increase 1.33 TC 0.26 Ver':(LL) n/a n/a MII20 249/190 TCDL 7. 0 Lumber Increase 1.33 BC 0.01 Ver•:(TL) 0.05 1.2 >445 BCLL 0. 0 Rep Stress Incr NO WB 0.00 Horz(TL) .0.00 3 n/a BCDL 10. 0 Code SBC/ANS195 Matrix) 1st LC LL Min I/deft = 360 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2-4-5 oc purlins. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (lb/ size) 3=12/Mechanical, 2=277/0.11.5. 4=7/Mechanical Max Horz 2=87(load case 2)) Max Uplift3=- 92(load case 5), 2=-277(load case 2) Max Gray 3=12(load case 1), 2=277(load case 1). 4=10(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1.2=35, 2-5=-52, 3.5=-19 BOT CHORD 2.6=-0, 4.6=-0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 18 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.98 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withsanding 92 lb uplift at joint 3 and 277 lb uplift at joint 2. 4) This truss has been designed with ANSI/TPI 1.1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 68.11b up at 1.5.12 on top chord, and 21.6Ib up at 1. 5.12 on bottom chord. Design for unspecified connection(s) is delegated to tf a buildingdesigner. LOAD CASE( S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads ( plf) Vert: 1- 3=.74.0, 2-4=.20.0 Concentrated Loads ( lb) Vert: 6= 21.6 J ir• ic•• NO, 45161 : , t ST•AT S`OR10.- November 12, 20 9 1 AWARMNO - Ver( fy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and boded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent brbcing of the overall structure is the re-sponsiblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSO.89 Bracing Specification, and HIS-91 M iTek® Hontiling InstollinqandBrocingRecommendationavailablefromTrussPlateinstitute. 593 D'Onofrb Drive, Madison, WI53719. PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13A * Center plate on joint unless Damage or Personal Injurydimensionsindicateotherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, propertysecurelyseat. fie J2 J3 J4 owner and all other interested parties.. TOP CHORDS 2. Cut members to bear tightly against each c c other. o WEBS JS 3. Place plates on each face of truss at each For 4 x 2 orientation, locate Q joint and embed fully. Avoid knots and wane plates/e" from outside edge of 0 O a at joint locations. truss and vertical web. a o 4. Unless otherwise noted, locate chords lacesP I/4at panel length(+ 6" from adjacent joint.) C, u BOTTOM CHORDS This symbol indicates the 5. Unless otherwise noted, moisture content of required direction of slots in Jt J8 J7 J6 lumber shall not exceed 19 %at time of connector plates. fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. For tabular plating format refer to the AROUND THE TRUSS STARTING AT THE LOWEST JOINT 7. Camber is a non-structural consideration and MITek/Gang-Nall Joint/Plate Placement Chart. FARTHEST TO THE LEFT. is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. PLATE SIZE 8. Plate type, size and location dimensions shown indicate minimum plating requirements. The first dimension is the width 4 X 4 to Second CONNECTOR PLATE CODE APPROVALS 9. Lumber shall be of the species and size, and perpendicular slots. in all respects, equal to or better than the dimension is the length parallel grade specified. to slots. BOCA 86-93, 85-75, 91-28 10. Top chords must be sheathed or purlins LATERAL BRACING HUD/FHA TCB 17.08 provided at spacing shown on design. Indicates location of required 11. Bottom chords require lateral bracing at 10 continuous lateral bracing. ICBO 1591, 1329, 4922 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. SBCCI 87206, 86217, 9190 12. Anchorage and/or load transferring WISC/DILHR 870040-N, 930013-N, 910080-N connections to trusses are the responsibility ofBEARINGothersunlessshown. Indicates location of joints at 13. Do not overload roof or floor trusses with which bearings (supports) occur. stacks of construction materials. 14. Do not cut or alter truss member or plate without prior approval of a professional MiTek® engineer. 15. Care should be exercised in handling, PANEL TM erection and installation of trusses. 1993 Mitek Holdings, Inc. , Z&I® CLIP FORM016,019 oMtO-nWll Q 11MRO,AIR® PLOT PLAN A PARCEL OF LAND LYING AND BEING IN SECTION 16, TOWNSHIP 20 SOUTH, RANGE 31 EAST, SEMINOLE COUNTY, FLORIDA, BEING DESCRIBED AS FOLLOWS: COMMENCE A' THE WEST 1/4 CORNER OF SECTION 18, TOWNSHIP 20 SOUTH, RANGE 31 EAST; THENCE N 00.25-29 E (ASSUMED BEARING) ALONG THE WEST LINE OF THE NORTHWEST 1/4 OF SAID SECTION 18, A DISTANCE OF 870.79 FEET; THENCE DEPARTING SAID WEST LINE ON A BEARING OF S 89'34'31" E A DISTANCE OF 760.26 FEET TO THE POINT OF BEGINNING; THENCE S 8917'34" E A DISTANCE OF 109.21 FEET; THENCE S 00'42'26"W A DISTANCE OF 60.00 FEET; THENCE N89'17'34'W A DISTANCE OF 84.04 FEET TO A POINT OF CURVATURE; SAID CURVE BEING CONCAVE NORTHEASTERLY, HAVING A RADIUS OF 25.00 FEET (CHORD BEARING N 44'26'02"W, CHORD 35.27 FEET) THENCE NORTHWESTERLY ALONG ARC OF SAID CURVE A DISTANCE OF 39.15 FEET THROUGH A CENTRAL ANGLE OF 89'43'04"; THENCE N00'25'30"E A DISTANCE OF 35.12 FE JTQ• THjE;PPOINT,IE ! . TNI N POINT OF COMMENCEMENT WEST 1/4 CORNER OF SECTION IS. TOWNSHIP 20 SOUTH, RANGE 31 EAST MUST BE I" r .:.,'r_ (:'vWN OF ADJAr:.S- ' SSAD UNLESE. 1 . POINT OUNDARYOTH ryf,;- :_ 'PR0VED I I: POINT OF BEGINNING LOT 26 I I 109. 21' 176D. 4' 31' E S8:3'17'34"E ILOT 27 CONTAINS 6504 SQUARE FEET t THIS STRUCTURE CONTAINS 2380 SQUARE FEET t TOTAL CONCRETE 603 SO. FT. t TOTAL SOD 3521 SO. FT. t I 1 IIIIIpp I W 1 a 22. 0' 80. 0' I p M O ..j...l.. D. zo ` Po S N N O LOT S CN NIN30 C) ^ O30i025co 1 !" OPROPOSEDINLETNOT FIELD LOCATE ----------------------------- I: 1 c 10' UTILITY EASEMENT a p1 N89'17'34"W 84. 04' 0 a vi 58016 • $ `' PI _ PC PT NI 97' 77_ 64' _ _ _-_-- 370.98' 6- 99'00 B48' S89' 17'34"E448.60 R e 50.00' L 7.87' TRACT A CB=SB4'47'10"E BELGIAN WAY C=7.86' 50' RIGHT OF WAY OF (PROPOSED) BAKERS CROSSING PHASE 1 NOTE: WE DO NOT ACCEPT RESPONSIBILITY FOR ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED PLAT THAT THIS PLOT PLAN IS BASED ON. MINIMUM LOT WIDTH 50' FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: D. R. HORTON THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR TI:E CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSEc THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F. I.R.M. COMMUNITY PANEL NO 120289 0045 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD. BEARINGS SHOWN HEREON ARE BASED ON I THE WEST LINE OF THENORTHWEST1/4 OF SECTION 18-20S-31E BEING N 00.2529 E FIELD DATE:) I REVISED: SCALE: 1 = 30 FEET APPROVED BY: EEC JOB NO. ASM32938 DRAWN BY: PLOT PLAN 11- 8-01 W. O1 A=89'43' 04" R=25.00' L=39. 15' CB=N44' 26'02"W C=35.27' LEGEND BUILDING SETBACK LINE CENTERLINE CNA RIGHT OF WAY LINE G 99.9' PROPOSED ELEVATION C. B.0 PROPOSED DRAINAGE FLOW COR CONCRETE PI PRC L6 LANDSURVEYING BUSINESS PC LS LAND SURVEYOR PT TYP PRM PERMANENT REFERENCE MONUMENT A/ C PCP PERMANENT CONTROL POINT caw P) PER PLAT RP M) MEASURED CHU FND FOUND SO. FT. AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORI:!AT10N NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801- (407) 426- 7979 CORNER NOT ACCESSABLE PC DENOTES DELTA ANGLE DENOTES ARC LENGTH DENOTES CHORD BEARING DENOTES CHORD RADIUS DENOTES POINT OF INTERSECTION DENOTESPOINT OF REVERSE CURVATURE DENOTES POINT OF CURVATURE DENOTES POINT OF TANGENCY TYPICAL AIR CONDITIONER CONCRETE BLOCK WALL RADIUS PONT OVERHEAD UTILITY LINE SQUARE FOOTAGE 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VAUD HITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. FOR THE Q FlRM EMORY r COLE, PSM #4403 DATE