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HomeMy WebLinkAbout2531 Park Ave 06-2538 COAV PERMIT ADDRESS , - - _5��'l F p jACONTRACTC__ ADDRESS PHONE INr `Tr" PROPERTY ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRALTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE -- BDIVISIOI�T PERMIT PERMIT DESCRIPTION 8 PERMIT VALUATION SQUARE FOOTAGE a- City of Sanford Certificate of occupancy ISSUED April 30, 2007 PARCEL NUMBER 01,.20,.30.502-0000-0070 PROPERTY ADDRESS 2531 Park Ave PROPERTY ZONING OWNER {,`''- Ja-Rof, bristrucflon; a, PO BOX 681'; B .;Sanford, FL 32772 CONTRACTOR ' F' 'r l Ja_-Ro Construction '{ PERMIT N'U-MBER 06f-2538.>: �P DESCRIPTION OF WORK New Single Family=Detached t, CONSTRUCTION TYPE= OCCUPANCY USE GROUP. ' g-' R3=Detached OCCUPANT LOAD SPECIAL CONDITIONS. n%a In accordance with -this Certificate" `of Occupancy, all inspections for compliance with Florida Building'Code F2004-'for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. Approved •N,4o,�m Building Official U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood insurance Program Important: Read the instructions on pages 1-8. OMB No. 1660-0008 Expires February 28, 2009 SECTION A - PROPERTY INFORMATION 1 For: Insurance Company Use:,:! l A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. City State ZIP Code Sanford IF oNda 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) 01.2030-602-0000.0070 -N. 23 ft. Lot 9 & All of Legal Lot 7. Otters Subdivision, PS 4. PA. $6. Public Records of Seminole CouMv, Florida. A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. Long. Horizontal Datum: ❑ NAD 1927 [] NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used -to obtainfmod insurance. A7. Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of .crawl space or enclosure(s) sq ft a) Square footage of attached garage sq-ft b) No. of permanent flood openings in ttre crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION. B1. NFIP Community Name & Community Number B2. County Name B3. State City of Sanford-120294 1 Seminole County Florida Map/Panel Number 85. Suflix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone FB4. Date I Effective/Revised Date Zone(s) 1 AO, use base flood depth) 1211CO045 E 4117/95 4117195 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. [] FIS Profile ✓n,- FIRM Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in item W. © NGVD 1929 ❑ NAVD 19M ❑ Other (Describe) B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes © No Designation Date n CBRS [] OPA - SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings" ❑ Building Under Construction- tion• Q✓ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Ai-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, ARIA, AR/AE, AR/At-A30, AR/AH, AR/AO. Complete Items C2.a-9 below according to the building diagram specified in Item AT Benchmark Utilized 4545401 Vertical Datum NGVD 1929 Conversion/Comments None Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor) b) Top the higher floor 5971 90 feet NA feet ❑ meters (Puerto Rico only) ❑ Rico of next Q Bottom of the lowest horizontal structural member (V Zones only) r❑ . NA [] feet meters (Puerto only) ❑ meters (Puerto Rico only) d) Attached garage (top of slab) NA Q feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 50.33 0 feet meters (Puerto Rico only) (Describe type of equipment in Comments) 0 Lowest adjacent (finished) grade (LAG) 49.75 feet ❑ meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) 59.19 feet [] meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and seated by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efrorts to interpret the data available. -� I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Certifier's Name License Number James R Shannon Jr PLS 4671 Title Company Name President Shannon Surveying Address City State ZIP Code SR 434. Suite No. y ofj � SFUUJN JR., P.LS. #4671 P"Wa licensed Wwja & Mapper Form 81-31, February 20fi6 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company use. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 2531 Park Avenue City State ZIP Code Company NAIC Number Sanford Florida 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. Comments The AIC Is the lowest equipment servicing the building. ❑ Check here if attachments N E - BUILDING ELE TI INFORMATION (SURVEY NOT RE DIRE ) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete items Ei-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A. B, and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or H below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Items 8 nd/or 9 (see e 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is __,_, E] feet meters above or LJ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet [] meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA4wued or community4ssued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are conect to the best of my btowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ C L here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used in Items G8. and G9. 01 _ ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following information (items G4 -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy issued G7. This permit has been issued for-. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check hens if attachments FEMA Form 81-31, February 2006 Replaces all previous editions 499 North State Road 434 Suite 2153 I April 27, 2007 City of Sanford Building Divison PO Box 1788 Sanford, FL 32772 RE: Lot 7, 2531 Park Avenue Sanford, F132773 To Whom It May Concern: Altamonte Springs, Florida 32714 Tel: 407 774-8372 Fax: 407-692-6655 E-Mail: Shannoau @aol.00m The finished floor elevation for the structure located at 2531 Park Avenue, Lot 7 Otters Subdivision as per plat thereof recorded in Plat Book 4 Page 86, Public Records of Seminole County, Florida meets or exceeds the requirements set forth in the City of Sanford Code Chapter 65, Sec 6-7(a) R S on Jr. #4671 5tit o - Skannon eving a 0 . . . 0 . 0 0 0 6 . . . . . 0 . 0 . . . 0 IJob iTruss Truss Type 2577-2 IR01 r f COMMON TR oi„ in_pr> r`nilcT _ c� 14 1 Job t BCG of Oriando, Sanford, Florida 32773 b.LW S Jul a A -+A 4TTACH 6-6" 2x4 NO 2 SCAB TO ONE SIDE OF 2-0-0 6-4-14 OVERHANG BROKEN OFF (SEE DETAIL BELOW) 48" RUSS DIRECTLY OVER PLYWOOD. CONNECT VITH 16d NAILS, 1 ROW 3" O.C. / 4.50 4x4- j 12 6 3x4 3x4 3 4` 'A' 1 MODEL ep 26-11.2 33-4-0 35-4-0 5-10-9 6-4-14 2.0.0 Scale = 1 SAME REPAIR APPLIED TO TRUSSES: R02, R03, R04 AND R05. 1 is ATTACH 3/4" PLYWOOD/OSB TO BOTH SIDES OF PLATE AT HEEL TRUSS, CONNECT WITH 8d NAILS, 1 ROW SPACED 2x4 " JOINT DAMAGED. 2" O.C. IN ALL MEMBERS, ON EACH FACE 4 6 4 14 -- -12-3 8 16 8 0 ......._.._._._ - - �--- 2----8 . ..__---11.? T. ----..__ ..._.. .......- _ . _._ ..... 33 4 0' 64-14 5-10-9 4-4-8 44-8 5-10-9 6-4-14 Plate Offsets (X,YL(13:0-2-8,0-3-Oj LOADING (psf) SPACING 2-0-0 I CSI DEFL in floc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.16 14 >999 360 MT20 244/190. TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.41 15-16, >960 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) — ...... ......._... J _ ._.._ - ......__.... -- ._... -... ,_.__.._ Wind(LL) 0.16 15-16 . __..._-__- >999 240 { Weight: 173lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1450/0-8-0, 10=1450/0-8-0 Max Uplift2=-587(load case 3), '10=-587(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-2935/727, 3-4=-2344/660, 4-5=-22811675, 5-6=-1854/597, 6-7=-1854/597, 7-8=-2281/675, 8-9=-2344/660, 9-10=-2935/727, 10-11=0/42 BOT CHORD 2-16=-536/2662, 15-16=-536/2662, 14-15=-401/2135, 13-14=-401/2135, 12-13=-536/2662, 10-12=-536/2662 WEBS 3-16=01252, 3-15=-586/146, 5-15=-31382, 5-14=-665/230, 6-14=-282/1026, 7-14=-665/230, 7-13=-3/382, 9-13=-586/146, 9-12=0/252 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 587 lb uplift at joint 2 and 587 lb uplift at joint 10. LOAD CASE(S) Standard' 12" (MAX)/ LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 1�577_� _ R06G — HIP GIRDER TR _..— [1 y Y 1 I — -- — ----- Job Truss Truss Type Ot Pi JA RO CONST.- SAGE 1 MODEL I Job Reference {optional) . 6C6 of O-lando, Sanford, Florida 32773 6200 s Jul 132005 MTek industries, Inc. Fri. Sep 29 15:36:54 2006 Page 1 I I F 2-0-0 I 4_1-0 7-0-0 264-0 29-3-0 33-4-0 35-4.4 �.. _— ATTACH 6-6" 2x4 N0.2 SCAB TO ONE SIDE OF � - z-o 0 4-1-0 2-11-0 4-10-14 2-11-0 4-1-0 2-0-0 Sccalal TRUSS DIRECTLY OVER PLYWOOD. CONNECT e = 1:61 5J; OVERHANG BROKEN OFF WITH 16d NAILS, 1 ROW 3" O.C. (SEE DETAIL BELOW) 5x6 4.50 12 80„ 4 2x4 _ �l 2 I 4x12 16 3x5 == 8x8 = 3x5 - 5x6 _. 15 14 13 12 4x12 >: 6x8 = 6x12 MT20H= 2x4 ii 8x12 MT20H=. 6x8 = PLATE AT HEEL JOINT DAMAGED. ATTACH 3/4" PLYWOOD/OSB TO BOTH SIDES OF TRUSS. CONNECT WITH 8d NAILS, 1 ROW SPACED 2" O.C. IN ALL MEMBERS, ON EACH FACE 11 10.14 21-5 _.t...._. 26-4-0 L..__ 33 4 0 I 7-0-0 4-10-14 4-9-2 4-9-2 4-10-14 7-0-0 Offsets LOADING (psf) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL lao Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10,0 Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2'Except` T2 2 X 6 SYP No.2, T2 2 X 6 SYP No-2 BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 CSI DEFL in (loc) I/defl Lid TC 0.71 Vert(LL) -0.48 14 >814 360 BC 0.70 Vert(TL) -1,21 14 >323 240 WB 0.58 j' Horz(TL) 0.24 10 n/a n/a (Matrix) ' I Wind(LL) 0.60 14 >656 240 REACTIONS (lb/size) 2=2804/0-8-0, 10=2804f0-8-0 Max Uplift2=-1178(load case 3), 10=-1178(load case 3) PLATES GRIP MT20 244/190 MT20H 187M43 Weight: 207 ib BRACING. TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. WEBS 1Row at midpt 5-16, 7-12 12" (MAX) \ FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=0/47, 2-3=-6583/2315, 3-4=-6645/2356, 45=-6144(2219, 5-6=-8662/301' 2, 6-7=-866213222, 7-8=-6144/2219. 8-9=-6645/2356, 9-10=-6583/2315, 10-11=0/47 BOT CHORD 2-16=-2020/6059, 15-16=-3036/8639, 14-15=-3323/9405, 13-14=-3323/9405, 12-13=-3036/8639, 10-12=-2020/6059 WEBS 3-16=-45/350, 4-16=-509/1814, 5-16=-2837/1120, 5-15=-431626, 6-15=-892/324, 6-14=0/283, 6-13=-892/324, 7-13= 43/626, 7-12=-2837/1120, 8-12=-509/1814, 9-12=-45/350 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category Ii; Exp B; enclosed, C-C !nterior(1); Lumber DOL=1.33 plate grip DDL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1178 lb uplift at joint 2 and 1178 lb uplift at joint 10. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 193 lb LIP at 26-4-0, and 513 ib down and 193 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. _ 10) In the LOAD CASE (S) section, loads applied to the face of the truss are noted as front (F) or back (B). LTG - Structural Engineering LOAD CASE(S), Standards 17018 Theiss Mail Route 1) Regulari Lumber Increase=1.25, Mate !ncrease=1.25 Spring,, TX 77379 Christopher J_ Newhouse, RE Florida License # 49616 I , Job Truss 2577-2 R06G r_._.-...---- --.— BCG of Orlando, Sanford', F4oric uss Type IP GIRDER TP. iPly 1JP. ROGOFIST.- SAGE 1 MODEt 1 !Job Reference (o tionat)I s Jul 13 2005 MiTek Industries, Inc Fri Sep 29 15 36:54 2006 Page 2 l LOAD CASE(S) Standard Uniform Loads (ptf) iVert: 1-4=-60, 4-8=-125(F=-65), 8-11=-60, 2-16=-20, 12-16=-42(F=-22), 10-12=-20 Concentrated Loads (lb) Job 1 Trus s. IR011 ype Oty I Ply JA-RO CONST.• SAGE 1 MODEL j2577-2 ,COMMTruss ON TR! 14 1 I: 'Job ------..-- - _ _ ek Industries, 32773 6.200 s Jul 13 2005 MTek Industrres, Inc Fri Sep 29 15:36:50 2006 Page 1 { BCG of Orlando, Sanford, Florida. 2 0 o ATTACH 8'-0" 2x4 NO. 2 SCAB TO ONE SIDE OF 21-0-e—26-11-z 33-4-0 3s 4-0 , _ - ....... 1—_ __.. ....-._.... 2-0-o TRUSS. CONNECT WITH 10d NAILS, 1 ROW 3" O.C. 4-4-6 5-10-9 6-4-14, 2-0.0 I Scale - 1:60.3l SAME REPAIR APPLIED TO OVERHANG BROKEN OFF . 44 = TRUSSES: R02, R03, R04, 4.5o ,1-22 (SEE DETAIL BELOW) e R05 AND R06G I 3x4 /. 3x4:, I 3x 5 ��,•�`.` 7 3x4 3x4 { I T2_ , :T2\ 3x4 ; 4 v/ 8 S I i Wi10 13 3x8 == 16 15 14 13 12 PLATE AT HEEL JOINT MUST NOT BE DAMAGED. PLATE 5x6 - 2x4 It MUST REMAIN FULLY EMBEDDED AND UNDISTURBED 6-4-14 2- -A. 16 8 0i 21-0-8 2$ 11'-2' 33 4-0 6-4-14, 5-10.9 4-4-8 4-4-8 5-10-9 6A-14 --------- _ __...... - ------ Plate Offsets X! Y) (13 0-2 8 0_3-0j, (15:0-2.8 0-3-0]l_ LOADING (psfl !, SPACING 2-0-0 i CSt DEPL in (loc) I/defl Ud PLATES• GRIP TCLL 20.0 Plates Increase 1.25 ! TC 0.48 I Vert(LL) -0.16 14 >999 360 I MT20 2441190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 I Vert(TL) -0.41 15-16 >960 240 BCLL 0.0 i Rep Stress Incr, YES I:. WB 0.47 Horz(TL) 0.15 10nA nla BCDL 10.0 Code FBG2004lrP12002 (Matrix) Wind(LL) 0.16 15-16 >999 240, Weight: 173 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purllns !. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. i WEBS 2 X 4 SYP No.3 l REACTIONS (lblsize) 2=145010-8-0, 10=1450M0 8-0 Max Uplift2=-587(load case 3), 1 O=587(load case 3) i FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=•0/42, 2-3=-29351127, 3-4=-2344/660, 4-5=-2281/675, 5-6=-1854J597, 6-7=-1854/597, 7-8=-2281/675, 8-9=-2344/660, 9-10=29351727, 10-11=0142 BOT CHORD 2-16=-536/2662,15.16=-536t2662, 14-15=-4012135, 13-14=-40112135; 12-13=-53612662, 10-12=-5362662 WEBS 3.16=0252, 3-15=-586/146, 5-15=-3/W2, 5-14=-665C23016-14---28211026, 7-14=-6651230, 7-13-3/382, 9-13=-5861146, 9-12=0252 !NOTES 1) Unbalanced roof live loads have been considered for this design. 2 Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11, Exp 8; enclosed; C-C _ Interior(1) Lumber DOL=1.33 plate gfip DOL=1.00: '. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrer4 with any other live loads. 1 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 587 Ib uplift at joint 2 and 587 lb uplift at joint 10: j 12" (MAX) I LOAD CASE(S) Standard f !I V (MAX) +. I`I LTG - Structural Engineering I' 1; 17018 Theis Mail ROute j' Spling,.TX 77379 Christopher J1. Newhouse, P.E. LFlorida License # 49616 J Feb 21 2007 10:25AM HP LRSERJET FAX �n P.1 CITY OF SANFORD PERMIT APPI.iCATION (� n f Application # : Submittal Date: o Or `o( Job Address: k LP _ Value of Work: S lJ Parcrl ID: ©� ab 3�5b cXC��c^�'^ Zoning: Historic District: Description of Work: ��1 �-� ,lf' Square Footage: ......................................................... ......... ......... .....:...........................1............ Permit Type: Building D Electrical ❑ Mechanic all — Plumbing ❑ Fire Spmdder/Alann O Pool 0 Sign ❑ Electrical: New Service — # of AMPS Addition/Alteration D Change of Service D Temporary Pole Medianical: Residential Non -Residential Q . Rephtcement D New I (Duct Layout & Energy Caic. Regttind) Plumbing/ New Commercial: # of Fortran:$ # of Water & Sewer linos / # of Gas Lints Plumbing/NewResidendal:#of Water Closets Plumbing Repak- Residential 13 Commercial 13 Occapnney TIype: Residential Conumcial O Industrial ❑ Oceoponey Use Group($): Construction Type: # of Stories: I # of Dwelling Units Flood Zone: (FKMA (arm required ............................................................................. .............. Property Owner. Contractor• i Address: 6 Address: rZ. 1 gig`T 1 lQ= ��"/ I-&nrail: o State Lioeuse Numbs•: Bonding Company: Mortgage Lender: Address• Address: % Architett/Etrgineer: Addrttxs• Fax: Plan Review Contact Ponca: P'bone: Fa:: F'mail: Application is hereby made to obtain a permit to do the work and iastaltatioru as indicated. I certify that no work or installation has commeaced prior 0 the issuance of a permit and that -all wort will be performed to meet standards of all laws regWatittg construction in this jurisdiction lunderstandtluitasewrat permit must be secured for EIECTRTCAL WORK, PLUMBING, SIGNS. WELLS, POOLS, FURNACES, BORERS, BEATERS, TANKS, and AIR CONDITIONE P-% etc. OWNER'S AFRDAVrr 1 catify that all of the foregoiag taf'orntabon is accorale and tint all work will be dons: in compliance with an appli lava regulating construction said zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CONOdENCENIEM MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU 9d'1'END TO OBTAIN FINANCING; CONSULT WITH YOUR UNDER OR ATTmey BEFORE RECORDING YOUR N7CICE OF comumcaAENT ffQ=: In addition to the aoquimm aft of this permit, time may be additional restrictions applicable to M property that may be t and in due public this east, and there may be additianal permits required Ram other grocrpnmW entities such as water mmmrugement dlstriets, stale agencies, or fwa Acceptance of pemut is verification that I will notify the owner of the property of the Sigogare Of Owner/Agent Daft Print Ow er/Ageat's Name Signatmt of Notary -State of Florida IDate Owna/Agent is _ Personally Known to Me or Prodnocd ID APPROVALS: ZONING: Special Conditions'. Rev 0712007 LML: FD: Lien O" 4, s �•.a day s �o_ntractor/Agent is _ Personally *to M"D 54- Produccd ID i :A a ENG: of � I- J2 -%-., -V- CITY OF SANFORD PERMIT APPLICATION -1 �rmit 9 : (./ ` 25'3 V Q ,b Address: 25`.f / /'.q/1lC Date: -scription of Work: �V6/.,, —&i4 Total Square Footage istoric District: Zoning: Value of Work: S �g 4, OQ _ :rmit Type: Building Electrical A Mechanical Plumbing Fire Sprinkler/Alarm Pool ectrical: New Service - H of AMPS A- U -A Addition/Alteration Change of Service _ Temporary Pole' _ echanicaU Residential Non -Residential Replacement New (Duct Layout &Ene(gy Calc. Required) umbing/ New Commercial: # of Fixtures _ H of Water & Sewer Lines d of Gas Lines umbing/New Residential: tt of Water Closets Plumbing Repair - Residential or Commercial rcupancy Type: Residential �� Commercial Industrial Instruction Type: tf of Stories: / i! of Dwelling Units: Flood Zone: (FENIA form required) vuers Name & Address: Phone: -ntractor Name & Address: I 61-&_%QIC4L. en �/ LYQ 1 r Ii�E•v !� ��21Y1ay pState License NumberZ /: �P �� O / �O Z one & Faic 7X-'z ZA/Z O/R % Contact Person: tek �3YI //� Phone: 2f / Do33 ading Company: (dress: utgage Lender: .dress: chitect/Frigineer: Phone dress: Fa c: plication is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the lance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. f understand that a separate mit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and t CONDITIONERS, etc. dNER'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 istruction and coning. WARNING TO OWNER: YOUR FAILURE- TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT fN YOUR PAYING +ICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN TORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT_ ,TICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of ; county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. xptance of permit is verification that I will notify the owner of the property of the requirements.4FIptid,� Lien Law, FS,713. A z Signature of Owner/Agent Date Signature of C ntractodA t \\\ • , • fl Ffi• O i lv�,• r q Print Owner/Agent's Name Print ontractor/Agent's ;'16.1 2� c�,G�,(('m • ��_ Signature of Notary -State of Florida Date gnawcc of Notary -State o o f"d %2�lata • 7� PIT Q \ //4; O X\\\ Owner/Agent is Personally Known to Me ��� _ or Produced ID Contractor/Agent is Personally Kno rPet or _ Produced ID Q r( Ze7 l 1�z - 7G Z 51-6 'ROVALS: ZONING: UTIL: FD: ENG: BLDG: cial Conditions: 03/2006 CITY OF SANFORD PERMIT APPLICATION Permit#: 06-2538 Date:November 10, 2006 Job Address: 2551 S. Park Avenue Description of Work: New Construction — Plumbing Total Square Footage Historic District: Zoning: Value of Work: $ 7,245.00 Permit Type: Building Electrical Mechanical Plumbing XX Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential , Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Ja—Ro Construction Owners Name & Address: P. 0. Box 682, Sanford, FL 32772 Phone: 407-324-9495 Contractor Name & Address: Walt' s Plumbing, Inc. 125 N Cypress Way_, Casselberry, FL 32707 State License Number: CFC 057280 Phone & Fax: 407-834-5424/"Fax 407-332-07Untact Person: Walt Phone: 407-834-5424 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other, governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requiremen of Florida Lien LawoFS 713. �y�,November 10, 2006 Signature of Owner/Agent Date Signature of Contractor Agent Date Walt Stevenson Print OHmer/Agent's Name Signature of Notary -State of Florida Owner/Agent is _ Personally Known to Me or _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 Mint Contractor/Agent's Name knp-'y'W November 10, 2006 Date Signature of Notary -State of I a ft ROMA M. SHEPHERD o `"�� = Notary Public - Sfete of Fbtfd>w . y CoffaiSSWExom Oct S, 2010 Commlaw f OD Soo Contractor/Agent is Per ,jv_Iep�a. by N&*xW Notaty Assn. Produced ID owwou UTIL: FD: ENG: BLDG: STATEMENT NUMBER 106-75110 BUILDING PERMIT NUMBER: UNIT ADDRESS: �aS"'/ TRAFFIC ZONE: SEC: TWP: SUBDIVISION: - COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD DATE: _2�';i(CITY) COUNTY NUMBER: JURISDICTION: 06 RNG : PLAT BOOK:: PLAT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT Ni ADDRESS: LAND USE CATEGORY: 001 - Single TYPE USE: Residential WORK DESCRIPTION: Single Family PARCEL: TRACT: BLOCK: LOT: Family Detached House House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER It & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54,00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 S 1,384.00 AMOUNT DUE S 2,143.00 STATEMENT RECEIVED BY: SIGNATURE; (PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS k% STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *'******************SINGLE FAMILY BUILDING PERMIT******************** DEPARTMENT OF HOMELAND SECURITY !ral Emergency Management Agency mal Flood Insurance Program Building Street Address (including Apt., Unit, City ELEVATION CERTIFICATE Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION ite, and/or Bldg. No.) or P.O- Route and Box No. A4. Building Use (e.g.: idential, Non -Residential; Addition, Accessory, etc•) _ A5. Latitude/Longitude: Let. Long. A6. Attach at least 2 photographs of the building if the Certificate is being used to AT Building Diagram Number 1 A8. For a building with a crawl space or enclosure(s), provide: sq ft a) Square footage of crawl space or enclosure(s) b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1-o foot above adjacent grade c) Total net area of flood openings in A8.b sq in State flood insurance. No. Horizontal Datum: L] NAD 1927 A9- For a building with an attached garage, provia, a) Square footage of attached garage b) No. of permanent flood openings in the ad walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A9.b SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INN-LIKmA I Ivry ..,.I., wrmt>E±r B2. County Name I City of Sanford -120294 1 - - B4. Map/Panel Number B5. Suffix B6,'FIDR elndex Ette ti efRRevised Date Zones) E 4/17195 4117195 X 1211C0045 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. [] FIS Profile ❑✓ FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE in Item B9: ❑✓ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) — B12. Is the building located in a Coastal Barrier Resources System (C E] Carea BRS IQ OPotherwise Protected Area (OPA)? Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRE' C1. Building elevations are based on: ❑✓ Constr tiucUon Drawings` ❑ Building Under Construction` El `A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with B ); vi= V1AV30, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, below according to the building diagram specified 7. Benchmark Utilized 4545401 Conversion/Comments None a) Top of bottom floor (including basement, crawl space, or enclosure b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of stab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) !. g) Highest adjacent (finished) grade (HAG) Vertical Check the measurement 49.75 ❑✓ feet ❑ meters I NA ❑ feet ❑ meters I NA ❑ feet ❑ meters, NA [] feet ❑ meters' A feet ❑ meters NA ❑ feet ❑ meters NA I feet ❑ meters SECTION D, - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION TM Tcertification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certficate represents my best etforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Florida Base Fl000 tie AO, use base f NA 2009 i NAD 1983 sq ft I garage I sq in ation(s) (Zone od depth) yes ✓❑ No i red Construction Complete tie, D Rico only) o Rico only) `. o Rico only) o Rico only) o Rico only) .o Rico only) fo Rico only) C2.a-g ■lf'� Ws Name1 PLS 4671 s R Shannon Jr Company Name dent Shannon Surveying.State ZIP Code I Cltjr ES R SHANNON JR, RL S. #4677 AltamonteS n s FL 32714 Noir�awnraarrecgn�ne«i 4SRSuits N 153 Date Telephone rwds Sd8FbMaUaensedSrWMff&MEPPeruForm,bruary 0 See reverse side for continuation. Replaces all previous editions I `hMPORTANT: In these spaces, copy the corresponding information from Section A. Forinsuraroe Company Use: '. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 2531 Park Avenue Policy Number City State : ZIP Code Sanford Florida 32771 Company NAIL NumbBr SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent1company, and (3) building owner. Comments f I � iSignatur to ❑ Check here if attachments j SECTION E - BUILDING ELEVMbN INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items Ell-E5. If the Certificate is intended to support a LOMA or LOMR-F request, and C. For Items E1-E4, use natural grade, if available. Check the measurement "used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate box es to show whether the elevation is above o grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or b) Top of bottom floor (including basement, crawl space, or enclosure) is _ Elfeet E]meters E]above or E2. For Building Diagrams 6-8 with permanent flood openings provided in Secti Items 8 and/or 9 (see We 8 of Instructions), (elevation C2.b in the diagrams) of the building is _ ❑ feet LI meters ❑ above or LJ below the E]❑ ❑ HA�. E3. Attached garage (top of slab) is feet meters ❑ above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is T ❑ feet El meters E] above or Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. I complete Sections A, B, below the highest adjacent Elbelow the HAG. ❑ below the LAG. the next higher floor ❑ below the HAG. below floodplain management SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A B, and E for Zone A (without a FEMA-isskIad Jor Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my (knowledge. or community issued BFE) Property Owners or Owners Authorized Representative's Name Address City' State ZIP Code Signature Date Telephone I Comments J ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) Tjhe local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete alnd G of this Elevation Certificate. Complete the applicable item(s) and sign below.' Check the measurement used in Items G8. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments 2. ElA community official completed Section E for a building located in Zone A'(without a FEMA-issued or community -issued 63. ❑ The following information (Items G4.-G9.) is provided for community floodplain management purposes. Sections A, B, C (or E), and G9. engineer, or architect who area below.) BFE) or Zone AO. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Complian (Occupancy issued i 67. This permit has been issued for. E]New Construction E]Substantial Improvement 8. Elevation of as -built lowest floor including basement) of the building: ❑ feet ❑ meters (PR) GI ( 9 9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) I �atum Datum Local Official's Name Title i Community Name Telephone Signature Date Comments i I ❑ Ch the I'rf achments I`EMA Form 81-31, February 2006 'Replaces all; previous editions ,THIS INSTRUMENT PREPARED BY: Building &Fire Inspection; 'NAME: 20 ')C� --. 1101 East 1St Stree ,ADDRESS:?zn, &jlt t, _ .! SE IINFOLE Couhrry Sanford, FL 32771 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit No. Tax Folio No. (PID) .,`�"2}2-6e--)aj -06Z& The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address) 0/ Z V • 36 GENERAL DESCRIPTION OF IMPROVEMENT aZ.%�LIG —i Jo-/J d-/= �i/l2 �iL6 ��'n'JlL/��GE�G-7irJC OWNER INFORMATION Name and address ,j , J4, 0, 0 PZ L-j G 7 j XAJC- AC)Q 6y & Interest in propertyy( (Pee Simple, Partnership, etc.) EiE-C r--v-k7g Pig & NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER. (IF OTHER THAN OWNER) CONTRACTOR Name and address 54- CL7iU�� L12UG7/dam) �C: P-Q,�n�C ��Z 5 ��_, �ZIi2 SURETY (Bonding Company) Name and address / �l 1 IBII IA III 11 I11111 all 11 all 11 Awi 1111111 AIA 11 All 11111111111 ue1 Amount of Bond LENDER Name and address Ll MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06239 Pg 0346; Q pg ) CLERK'S # 2006084580 Persons within the State of Florida designated by Owner upon whom notice or other docutR provided by Section 713.13(1)(a)7., Florida Statutes: atley Name and address kVAz *********************************************************************************************** Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7.,Florida Statutes: Name and address: N /4 *********************************************************************************************** In addition to himself, Owner Designates / Ja of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recor votary Public No" MIC • 800 ai FW6 Cbmmhft EspMs On 7.20 CmaWWM 0 W 49M a different date is specified.) of Owner WA Day of My Commission Expires: The foregoing instrument was acknowledged before me thi day of Z�by (Name of person acknowledged), who is perso y known to me or who has produced E_� ,)- D::�aType of identification), as idendfication and who did/did not take and oath. 4�-. // REVISIONS RECEIVED OCT 0 4 Z006 PERMIT PiLlleD bP DATE 2 -06 ADDRESS 2- 4vkK SCR1�- CONTRACTOR Jq-,Q--O- e, I p . 7 PH # 4ul -;5Lq --Ci q-q t' FAX# &107-32-q-ocf7C DESURITION OF REVISION: de PL&ius 7b 77) A .7-C4k <iA1146,c Aj Jlb M001,-Q-'-U�- C--07a'44A I EEC` 'T) TYe- po [4j &. -r 0 2 4 V4 *TV I E B L D G �)Ae, x.� t CN Rose Harkey 407-324-0076 P.1 Fax Cover Sheet JA-RO Construction, Inc- P.O. Box 682 Sanford, FL 32772 407-324-9495 - Office 407-324-0076 -fa-v 4o7-4s6-oo78 - cell Send to Sanford Plan ing & Dev. Services From: Rose-HaFlrey A0.y — Attention: s (2�s�_ Date: 9-6-06— `3 le /a4, Office Location: Sonf rd Office Location_ Osteen Fax Number: 407- ,? z-4 - oo7 & Fax Number: 407- -?�F, 33o -1 Q O Please Review Total pages, inclu Comments: Dave: Yesterday, I was in th, someone about the f your advice about it. I left a voicemail for y would like to accomf before I contact you, Some history: The pei pick up, as the origins 1 realized that, with th our standard plans frc house on 50' wide lot cover: 3 Planning and Development Services Department to speak with lowing topic. I spoke with Mr. Smith, who suggested that I get earlier today and thought that 1 would fax you a sketch of what I i on the property in question - giving you additional information )its for the 2 lots on Park Ave and 251h Place are ready for me to site plan, etc. has been approved by all departments. size of these lots, the size of our garages could be changed on i a I car to a 2 car. Up to this time, we have been building this Before going to the e pense of having our architect modify our plans, I wanted to check with you to see if ther would be any problem with the house on the corner having the garage entrance on t e side. This change will give t e house a different look from the one on lot 9, plus it will eliminate the need to put in an RCP culvert in the ditch that runs down Park Ave. I would appreciate yc ur reviewing this information and give me some feedback on whether I can pursue his change so that 1 can get the project started. Thank you. Rose Harkey P.S. I already have p a 20' setback on 2511, from the Dept, of Planning and Development Services for APPROVED : i c z4 D /.,J 1 o o, ENGINEERING PLANS DATE .—�.L g AO C, 0 6 N x 48.58 48.59 x 48.30 0M 48.43 x p0 °yayh 0�, A60 a o$C y om 4 9'41 5 W 127.50 x 47 988 — Ash 0 30.00{ 9' SET 5/8"IRON + x 48.37 48.02 RECOVERED 1/2" A RECOVERED 1/2" a 66 II +by SANNON p4671 48.52 ` PARCEL 1 1/o IRON 0.56' S IRON 0.60' N. b + + �. y A c O j ADO + ,ti 0�+p A 0' A0 w O a 58.66' Ay- o LOT 8 PROPOSED O ate. a• ONE STORY b4j x 48.69 CONCRETE BLOCK n n STRUCTURE 7 1L — _ — � h p0. L V T 9 ♦A ' 70.66' n �i a ap t4j J io 0 is + LiJ z a b�'L - 6 * o by` x 48.61 TEMPORARY BENCH MARK NAIL IN 12" OAK a1 EL=49.52 A9 � a9. +A m + + + 48.85 06 16 Ate. o-° ♦o o-°j 6� b0 Ay O SANITARY a°j Ay 64 66 h S MANHOLE N i a X 0i m } LOT 10 In ai w — - _ -- .... — — ... — -- — -- -- — — - — C6NCRETE n •---.+ LU i t l i DRIVEWAY - -.:V PROPOSED hto O t i 25.0 10.36' ONE STORY O = 69 y O CONCRETE BLOCK n O 0 p0' '♦ STRUCTURE (0 0 o VI S N 6- ti 58.66. 1' +9 9L0 LOT 12 00 RECOVERED LO 5/8' IRON n SANITARY 25TH PLAC—;�-! d U N O/H O 1.76' SOUTH m PARCEL 2 m RECOVERED 1/2" IRONlb MANHOLE r + — lb, ' S89'41'59"W 10.0' ALLEY 127'50ti a0� + A�b00 ♦� 48.22 4 CHAIN LINK FENCE 0� a RECOVERED "SOUTH Ay�"5 ACV LOT 285 I 1.70 +�� +byO I b ae ay- Ah- y �O EDGE OF WATER Ay 4 co o� Rose Harkey 407-324-0076 P.3 w Q 0 ti + +p�6 BOUNDARY SURVEY DESCRIPTION: ALL OF LOT 7, AND THE NORTH 22.00 FEET OF LOT 9, OTTER'S SUBDIVISION, AS PER PLAT THEREOF Kati RECORDED IN PLAT BOOK 4, PAGE 86, OF THE +p yt PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. p M y. x 48.61 II TENPORAR �. 1t BENCH MAR 1}{ NAIL IN 12" OAK pia llII E``49.52 25TH STREET II a p�, Tn + m t � p9�y ADO b9�^+ �y y A 4b N 48.BS C. p �ro pA N X 48.58 0m �rl' 30.00 p�h tib �ryry w0 p 1F + XO _` r4&"25 CO+ W It 1°00 to is O, Lae V) m � a x X -TSET 5/8" IR L.S.# 467 v I SHANNON c IL 0 tpy + O 4� (Ir o a IRECOVERED 5/8" iRvN L SO' 25.2' CONCRETE DRIVEWAY `_' 25.0' • p 6+ O SANITARY ay 0 h MANHOLE 48.59 X 48.30 48.43 X u " r 601 0p S89-41959"W �� 127.50 0"1 x 17.98 +ti / JN + x 48.37 48.02 p@O — 57) p06 o RECOVERED 1/2" 0 RECOVERED 1/2" o c IRON 0.56' S Q IRON D.60' N. 0 N N 00 N +0 7ya60 sti o t p1�'1t a 58.66, +pp 0 LOT 8 PROPOSED W w p�0 ONE STORY J CONCRETE BLOCK N _STRUCTURE — L4 — -I' LOT 7 — CID x — r, 1� Q p1c �9° +p0 An t m 0�6 SET o p c 5/8" IRON IN S89.41'59"W 127.50 SET 5/8- IRON L.S.B 4571 LOT 10 SHANNON l tpW l r, z • W I.O i S z Z zJ U•1 p L O + ++ny° LOT 12 t „0 0SANITAY 0 ?,£CO`.rRFC I#V, MANHOLE 1: ; i2'. IR,rl 'LOii I. n r"" -- -- - • •. -- • BOUNDARY SURVEY DESCRIPTION: ALL OF LOT 7, AND THE NORTH 23.00 FEET OF LOT 9, OTTER'S SUBDIVISION, AS PER PLAT THEREOF RECORDED IN PLAT BOOK 4, PAGE 86, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. kti + ,h x 48.61 k� TEMPORARY BENCH MARK NAIL IN 12" OAK 4 EL-49.52 k� rod II � k O- + II �h+ k0 O --fir-- 0/ti k 30.00 +k9y0 90 ei�' 00 4-o 0� 25TH PLACE "I 00 y 0 u N -+ ) SANITARY 0+ MANHOLE 14 x 48.58 0 x 48.30 01 48 43 oM 0 �,. S89'41 59 V`li" 127.50 x 47.98 — IRON SH)4NNON ; 71 _ x48.37 COVERED 1/2" 0 QQ — RECOVERED 1/2" IRON 0.60' N. 48.52 ^ rl IRON 0.56' S v +k� x 48.25 N 17 a; 0 Q p PROPOSED CONCRETE 17 N Q� " # . DRIVEWAY +dlr o �pub 5.40' 23.33' °���M 114LOT 8 9 47.34' + W �� W � k1' PROPOSED ONE 2 -1 + It : 48.69 N STORY CONCRETE to Q 10If) BLOCK STRUCTURE M CV 0 kh N 12.00' n k 00 o �O n C7T 9 O 9 N M 58.67' + iv in �{ SET 00 5/8" IRON X x x IQM * SET 5/8" IRON r` 127.5() SET 5 8" IRO L s. 4671 L_S.# 4671 LOT 10 SHANNON SHANNON +k1. Alb v �i LOT 9 x LOT i i � — 2 r Q } `1 tic Ir s ` r��ry+ LOT 12 +��?z :%Cv1:.f•.EE) :� RECOVERED I MANIHOLE 1b ��� L1.:4''`:�vF4 .u. v' n'-Ey ��1.�'� ti, K' + (7 k .QC_ —x----I�-�-- +k I RECOVERED 48.22 x yh 4' CHAIN LINK FENCE x x 15708 sRONOUTH � LOT 285 +k��h + Q. I � ei5 ky' kh' F A\ 0+k�y� 00 EDGE OF WATER k��ti + + NOTES: REVISED 09/20/2006 ADJUSTED PROPOSED BLDG — UNDERGROUND UTILITIES WERE NOT LOCATED. — BEARINGS BASED ON' THE CENTER LINE 25TH STREET AS BEING S8921'59"W. r — ELEVATIONS BASED ON '1929 DATUM BENCHMARK ELEVATION AS BEING =49.52 -- SHANNON SURVEYING, INC. 499 NORTH S.R, 434 - SUITE 2153 ALTAMONTE SPRINGS, FLORIDA, 32714 (407) 774-8372 LB # 6898 ' OCTOBER 9 2005 DATE OF SURVEY: JA S R. SHANNON Jr .S• #4671 FIELD BY: JH SCALE: 1' = 30' T VALID WITHOUT THE SIG AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSEVEYOR AND MAPPER FILE NUMBER: Pb4-86—Lot 7.9.11 - ---- —� I C TY OF SANFORD PERMIT APPLICATION Date- �% - Z �3 ess: Pi+2>K 6 SA��Go 440 , %C. 2�% 73 242006 cription of Work A.%L�'W �514-144 Historic District: IL Zoning: Permit Type: Building _p,-' Electrical Electrical: New Service — # of AMPS Mechanical: Residential ✓ Non -Residential _ Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets J Occupancy Type: Residential _v"_ Commercial Construction Type:._.L- # of Stories: I _ Parcel #: v l - 2 0 - -5�- `J 0^�L_�'� Owners Name & Address• A-N -2v 63 < PD. aax IBZ - ��Fr-) r Contractor Name & Address: 3 %-Zy 0-0A / fzcs +ZD. 'e2 Phone & Fax L/0% U" OM 5 y 3' Bonding Company. ► -)I Address: �- Mortgage Lender: )0/ Address: ArchitectlEngineen 'bc L..A4--� 4/ k Address: ` 1114- 50(_A4--J& %QE• Application is hereby made to obtain a permit to do the issuance of a permit and that all work will be performed permit must be secured for ELECTRICAL WORK, PLI AIR CONDITIONERS, etc. Value of Work: S 5'L�0 Ono • 0 O Whamcal plumbing Fire Sprinkler/Alarm Pool Addition/AlWration Change of Service Temporary Pole _ Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair - Residential� or Commercial Industrial Total Square Footage: --SiL # of Dwelling Units: ►Q Q Flood Zone: _�_ (FEMA form required for other than X) - O 07 0 (Attach Proof of Ownership & Legal Description) Phone: -/6 %` )ClU bkJ. 4AJC- - Jrt.rl - State License Number: 4—1 Z !04 Z d Contact Person: -Q�.� / Phone: �l4p-aCD 76 2- Phone: L%U % - DI 7 - -% `f -r ,►-) rl=tz- K F� 327S�r Fax: �O?� .ski - /74fY _ and installations as indicated. I certify that no work or installation has commenced prior to the feet standards of all laws regulating construction in this jurisdiction. I understand that a separate LING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all worst will be done in compliance with all applicable taws regulating construction and zoning. WARNING TO OWNER YOUFAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTIF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE C F COMMENCEMENT. NOTICE: In addition to the requirements of this permit, t this county, and there may be additional permits required is verifit�a i that I wi 1 notify the of Notary -State Owner/Agent is ers a / Produced ID " APPLICATION APPROVED BY: Bldg: Special Conditions: & :re may be additional restrictions applicable to this property that may be found in the public records of rom other governmental entities such as water management districts, state agencies, or federal agencies. caner of the property of the rgr• ' is ofFlorida Lien w_ FS 713. . Date S" scum of Contractor/Agent 7— Print Contractor/Agent's Name Signature of Notary -State of Florida Date Contractor/Agent is _ Personally Known to Me or _ Produced ID Zo �l Utilities:Z/ FD: (initial & Date) (Initial & Date) (Initial & Date) - Stale of Flofive *1 E*ies DW 7, 200 ! DD 49M errs. IMPACT FEES 58� 000' 0 -00 17424-00t 391 -00+ 211 -00f '136 -00 + 004 - - - 2 1162 -00* I 1424 - X 4 0 - = 561960.00* 391 - x 2 0 - 71320.00k 347 - X t5iM 56060.004 71820-00+ 67246.00+ 003 - 71026 -00* 002 2062- -,. 2 - X 0.01 2 116 2 - 0 0 * CITY OF SANFORD P.O. BOk2847 SANFORD,.F "32772-2847 (407)330=6640 FAX: (407) 328 7367 APPLICATION FOR WATER ANDIOR SEWER 1. APPLICANT �y NAME: A -ir)-Q (Applicant) stir-. (owner) ADDRESS: P'n . Px)-'�L to �(�. �/�7LJE=ia�=/TELEPHONE: 4019 2. PROPERTY 2%7`2 Z- STREET ADDRESS: i AVAILABILITY I .1 e . LEGAL DESCRIPTION:Gj) - Z — U ' j 7) `-� �� C) -' (0076, 1tti-6 ) 23 ' id'rv- s_o ? e% 5 2 Z o G ; .Cv 7- } -9?' Has the site plan been approved by the Planning Board? % If yes, when? 3. PROPOSED DEVELOPMENT What is the property to be used for?_. (Type of Use) I If commercial use, please give information on water and sewer flow requirements: (FLOW/G.P.D.) 4. CERTIFICATION I certify that to the best of my knowledge that all information supplied with lication is true. (Print Name) (Signatu ) I FOR CITY USE ONLY: i AVAILABILITY: WATER RECLAIM ar-i SEWER I (YES) (NO) (YES) (NO) j (YES) (NO) COST WATER LINE TAP ❑ RECLAIM TAP ❑ a SEWER LINE ITEMS: ❑ ❑ TAP (YES) (NO) (YES) (NO) (YES) (NO) WATER LINE ROAD BORE RECLAIM ROAD SEINER LINE BORE ROAD BORE (YES) (NO) (YES) (NO) j (YES) (NO) STREET CUT ❑ STREET CUT a 0 STREET CUT a (YES) (NO) (YES) (NO) I (YES) (NO) - RECLAIM SEWER WATER LINE DEPTH LINE DEPTH LINE DEPTH I (UTILITIES OPERATIONS COORDINATOR) (DATE) ADDITIONAL INFORMATION I (UTILITY DIRECTOR) mATFI Citu of .Sanford. Florida k-01111-h `. Department of Planning and Development Services Russ L. Gibson, AICP, Director Ms. Rose L. Harkey Ja-Ro Construction 2525 Yale Avenue Sanford, FL 32773 Re: Minor Conditional Use to Parcel ID # 01-20-30-502 Dear Ms. Harkey: On September 28, 2005, the Administr, Development Review Team (DRT), apI non -conforming lots of record, meeting exception of a twenty (20) foot side strc installation of five (5) foot wide sidewa This approval in no way overrules or re attached to this property. Be on notice that appeals of the above c by any officer, board or agency of the C Administrative Official's action. The a] 3I" day past the date noted above. If you have any questions, please conta 9 P. O. Box 1788 •32772-1788 (407) 330-5673 • (407) 330-5679 fax September 28, 2005 :t (2) single family homes at 2551 Park Avenue 70 ve Official, upon a September 27i 2005 recommendation from the )ved the request to establish two (2) single family lots from three (3) R-1, Single Family Residential development standards with the front yard setback (instead of 25 'feet) along 25`h Place and subject to s along both adjacent street frontages. -ves the owner from compliance with any deed restrictions that may be sion may be made to the City Commission by any person aggrieved or including the City Commission within thirty (30) calendar days of the cant shall be required to withhold all action on the property until the this office. Sincerely, eel Larry R Zeertson j Development Services Manager LR/mm i Attachment: Proposed Site Plan dated 9-14-05 I F:\ZONING\LETTERS\2005\DRT Letters\2551 Park Ave - 2 single family lots.doc "The Friendly City" JA-RO Construction, Inc. P.O. Box 682 Sanford, FL 32772-0682 Phone: 407-324-9495 Fax: 407-324-0076 Cell: 407-416-0078 May 23, 2006 To: City of Sanford Building Department Plan Review Re: Conditional Use Letter Attached to my permit application for constructing a single-family residence on the parcel of land located on the corner of Park Avenue and 25t" Place is a letter from Larry Robertson approving this construction. One of the stipulations of this letter is that sidewalks be constructed on this property. I contacted Mr. Robertson, by phone, on October 19, 2005 at 9:15 AM, requesting that this stipulation be rescinded, as this entire area of Sanford has no sidewalks. Mr. Robertson agreed and gave me a verbal commitment that no sidewalks would be required. Sincerely, /- Rose L. Harkey �R�oRpIO/� Department of Planning and Development Services Russ L. Gibson, AICP, Director i Ms. Rose L. Harkey Ja-Ra Construction 2525 Yale Avenue Sanford, FL 32773 Re: Minor Conditional Use to Parcel ID # 01-20-30-502 Dear Ms. Harkey: On September 28, 2005, the Administr, Development Review Team (DRT), apI non -conforming lots of record, meeting exception of a twenty (20) foot side strt installation of five (5) foot wide sidewa i This approval in no way overrules or re attached to this property. ! Be on notice that appeals of the above c by any officer, board or agency of the C Administrative Official's action. The al 3 1 " day past the date noted above. of Sanfordl Florida P. O. Box 1788 •32772-1.788 (407) 330-5673 • (407) 330-5679 fax September 28, 2005 (2) single family homes at 2551 Park Avenue ,e Official, upon a September 2711 2005 recommendation from the ved the request to establish two (2) single family lots from three (3) t-1, Single Family Residential development standards with the front yard setback (instead of 25 'feet) along 25`h Place and subject to along both adjacent street frontages. the owner from compliance with any deed restrictions that may be ision may be made to the City Commission by any person aggrieved or including the City Commission within thirty (30) calendar days of the icant shall be required to withhold all action on the property until the If you have any questions, please contact this office. Sincerely, i Larry R eeson Development Services Manager LR/mm i Attachment: Proposed Site Plan dated 9-14-05 i ! FAZ0NING\LETTERS\2005\DRT Letters\2551 Park Ave - 2 single family lots.doc "The Friendly City" Seminole County Property Appraiser Get Information by Parcel Number Page 1 of I i L_ ; L . V 2 3oaeo 0200- 0200- 1A B 114.0` ` D"m JOHNSON, CFA, A5A OOOO ' OOAO 0300_ B c: 11h f �006117 PROPERTY , O H PL °°A°I APPRAISER ,, 1.02A D 7.08.0 r -1zo.o 121.0122.0 - SOWNOLECOUNTY FL_ 1101 E. FIRST sT 19 K�5 SANFORD2$5A �Y an7206.0 I 125.0126.0, " ,FL32771-1468 407-665-7� 1 129.0130.0 �� i 205.0 210.0 131.0 132.0 - 289.0 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 01-20-30-502-0000-0070 Number of Buildings: 0 Owner: JA-RO CONSTR INC Depreciated Bldg Value: $0 Mailing Address: PO BOX 682 Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32772 Land Value (Market): $17,898 Property Address: Land Value Ag: $0 Subdivision Name: OTTERS SUBD Just/Market Value: $17,898 Tax District: S1-SANFORD Assessed Value (SOH): $17,898 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $17,898 Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified 2005 VALUE SUMMARY WARRANTY DEED 10/2005 05967 1152 $33,000 Vacant Yes 2005 Tax Bill Amount: $357 WARRANTY DEED 12/1982 01427 1767 $16,000 Vacant Yes 2005 Taxable Value: $17,898 WARRANTY DEED 10/1979 01248 1947 $10,000 Vacant Yes DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 01/1973 00971 0907 $3,000 Vacant Yes ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value ALL OF LOT 7 & N 23 FT OF LOT 9 (LESS S FRONT FOOT & 136 128 200.00 $17,898 22 FT OF LOT 9 & LOT 11) OTTERS SUBD .000 DEPTH PB 4 PG 86 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. J119-130 CONSTRUCTION, INC PO BOX 682 SRNFORD, FL 32772 http://www.scpafl.org/pls/web/re_web. seminole_county_title?PARCEL=O 1203050200000070&cown... 2/28/2006 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 0200- o 0000 OOAO 0300- 11 } DAVID JOHNSON, CFA. ASA 00A0 PROPERTY - V1 25TH PL E TH APPRAISER SEMINOLE COUNTY FL. ',- 13 7.0 v , Daz121 2.0 D 1t01 E. FIR5T s- O SANFORD. FL 3277t-1468 D 407-665-7506 D 85 A _ 1206.0 m 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 01-20-30-502-0000-0070 Number of Buildings: 0 Owner: JA-RO CONSTR INC Depreciated Bldg Value: $0 Mailing Address: PO BOX 682 Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32772 Land Value (Market): $12,972 Property Address: 2531 PARK AVE SANFORD 32771 Land Value Ag: $0 Subdivision Name: OTTERS SUBD Just/Market Value: $12,972 Tax District: S1-SANFORD Assessed Value (SOH): $12,972 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $12,972 Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified 2005 VALUE SUMMARY WARRANTY DEED 10/2005 05967 1152 $33,000 Vacant No 2005 Tax Bill Amount: $357 WARRANTY DEED 12/1982 01427 1767 $16,000 Vacant Yes 2005 Taxable Value: $17,898 WARRANTY DEED 10/1979 01248 1947 $10,000 Vacant Yes DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 01/1973 00971 0907 $3,000 Vacant Yes ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Land Unit Land PLATS: Pick... - Method Frontage Depth Units Price Value ALL OF LOT 7 & N 23 FT OF LOT 9 (LESS S FRONT FOOT & 46 127 .000 300.00 $12,972 22 FT OF LOT 9 & LOT 11) OTTERS SUBD DEPTH PB 4 PG 86 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.orglpls/web/re web.seminole_county_title?PARCEL=01203050200000O70&coparcel... 6/27/2006 Truss Design Criteria and Loads (Individual Truss Design Drawings Show Special Loading Conditions) Building Code: FBC 2004/ ANSUTPI 2002 Gravity - Roof Total Load: 40 psf pUNs REVIEWED Gravity - Floor Total Load: N/A F Sp F®RD Wind mph: 120 mph �� Wind Design: ASCE 7-02 & FBC2004 Truss design software: Mitek 2000 Name, Address and Lic. # of Structural Engineer of Record for the Building: Name: N/A License #: Address: This package includes truss design drawings with individual date of design. These trusses are listed on the attached spread sheet. These truss designs have been prepared by BCG of Orlando, Inc., under my direct supervision based on the parameters provided and shown on the truss drawings. The seal on this letter indicates acceptance of professional engineering responsibility solely for the truss drawings attached. The suitability and use of these components for any particular building is the responsibility of the building designer, per ANSUTPI-2002 Sec.2. This is in accordance with Rule 61G5-31.003, Section 5 of Florida Board of Professional Engineers Rules. Delegated Truss 15esiEngineer (Date Registered Professional Engineer, State of Florida Christopher J. Newhouse, P.E. Florida License Number 49616 17018 Theiss Mail Route Spring, Texas 77379 (281) 257-3057 BCG OF ORLANDO, INC. 901 EAST 26TH PLACE SANFOF& FL 32773 Project: Model: Sage III Block No: L,tNo: Contact Site Office Name: Phone: Fax: 407) 617-9297 To: Truss List JA-RO CONSTRUCTION P.O. Box 682 Job No: Page: 1 of 1 Sanford FL 32773 Date: 9/29/2006 Project 2577-1 Deliver To: Account No: 339485755 Designer: LbK Salesman: Dave Fortunato Deliver To Address3 Quote No: Tentative Delivery Date: Material Summary Includes the following General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Wind: ASCE 7-98 per FBC2004; 120 mph; Total Roof Gravity Load = 40 PSF. Floor Gravity Load = 60 PSF. Exposure B, Enclosed. Computer Program Used: MiTek 20/20. Pages or sheets covered by this seal from: 0001 thru 0026 Total: 26 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per ANSI/TPI 1-2002 Section 2. Date Truss Date Truss Date Truss Date Truss 0001 09-29-2006 CJ4 0002 09.29-2006 CJ5 0003 09-29-2006 CJ7 0004 09-29-2006 EJ31 0005 09-29-2006 EJ5 0006 09-29-2006 EJ7 0007 09-29-2006 J1 0008 09-29-2006 J3 0009 09-29-2006 J3A 0010 09-29-2006 J5 0011 09-29-2006 R01 0012 09-29-2006 R02 0013 09-29-2006 R03 0014 09-29-2006 R04 0015 09-29-2006 R04A 0016 09-29-2006 R05 0017 09.29-2006 R05A 0018 09-29-2006 R06A 0019 09-29-2006 R06G 0020 09-29-2006 R07G 0021 09-29-2006 R08 0022 09-29-2006 R09 0023 09-29-2006 R09A 0024 09-29-2006 R10G 0025 09-29-2006 R11G 0026 09-29-2006 R12G Job Truss Truss Type Qty Ply JA-RO CONS T.-SAGE 3 MODEL 0001 2577-1 CJ4 CORNER JACK 1 1 Job Reference (optional) 'UCG of Orlando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:57 2006 Page 1 -2-9-15 3-0-0 5-4-4 2-9,15 3-0-0 2-4-4 Scale4l: .3 0 3x4 3.18 12 3 CP 1 2 T1 8 61 1 72x4 11 6 5 3x4 = 3x4 = 3-0-0 5-4 1 3-0-0 2-4-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.01 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.01 6-7 >999 240 Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 4=36/Mechanical, 2=33310-11-5, 5=86/Mechanical Max Horz 2=55(load case 3) Max Uplift4=-54(load case 3), 2=-604(load case 3), 5=-167(load case 3) Max Grav4=36(load case 1), 2=333(load case 1), 5=106(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/38, 2-8=0/38, 2-3=-139/169, 3-4=-14/9 BOT CHORD 2-7=-89/118, 6-7=-89/118, 5-6=0/0 WEBS 3-7=-372/176, 3-6=-128/96 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 4, 604 lb uplift at joint 2 and 167 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-60 OCT 02, 2006 Trapezoidal Loads (plf) Vert: 2=-7(F=7, B=7)-to-5=-107(F=-44, B=-44) LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0002 2577-1 CJ5 CORNER JACK 1 1 Job Reference (optional) VCG of Ofando, Sanford, Florida 32773 6.200 s Jul 13 2005 Mi fek Industries, Inc. Fri Sep 29 15:33:57 2006 Page 1 2-6- 6-11-6 2=9-15 2-6-7 4-4-15 Scale: 3!4"=1' 2_6-7 b-11-e 2-6-7 4-4-15 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.03 6-7 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.09 6-7 >898 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.06 6-7 >999 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 PLATES MT20 Weight: 32 lb GRIP 244/190 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=17/Mechanical, 2=385/0-11-5, 5=249/Mechanical Max Horz2=53(load case 3) Max Uplift4=-7(load case 3), 2=-438(load case 3), 5=-133(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/38, 2-8=0/38, 2-3=-367/0, 3-4=-2/4 BOT CHORD 2-7=0/331, 6-7=0/331, 5-6=0/0 WEBS 3-7=-236/308, 3-6=-336/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 4, 438 lb uplift at joint 2 and 133 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-60 Trapezoidal Loads (plf) Vert: 2=-7(F=7, B=7)-to-5=-139(F=-59, 6=-59) OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0003 2577-1 CJ7 CORNER JACK 4 1 Job Reference (optional) 'aCG of O"ando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:58 2006 Page 1 5-6-8 ,__ 9-9-5 2-9-15 5-6-8 4-2-13 3.18 12 Scale ==-1:2 I 5-6-8 5-6-8 9-9-5 4-2-13 Plate Offsets X,Y : 2:0-4-5,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.15 7-8 >747 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2004lTP12002 (Matrix) Wind(LL) 0.12 7-8 >967 240 Weight: 42 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. REACTIONS (lb/size) 5=17/Mechanical, 2=532/0-11-5, 6=574/Mechanical Max Horz 2=51(load case 3) Max Uplift5=-10(load case 3), 2=-504(load case 3), 6=-323(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=0/38, 2-9=0/38, 2-3=-793/355, 3-4=-792/353, 4-5=-3/4 BOT CHORD 2-8=-316/752, 7-8=-316/752, 6-7=0/0 WEBS 4-8=-317/557, 4-7=-805/339 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 5, 504 lb uplift at joint 2 and 323 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-60 Trapezoidal Loads (plf) Vert: 2=-7(F=7, B=7)-to-6=-195(F=-88, B=-88) OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RST.- SAGE 3 MODEL 0004 2577-1 EJ31 JACK TR 1 1 Job Reference (optional) '3C�ando, Sanford, Florida 32773 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Sep 29 15:33:58 2006 Page 1 -2-0-0 3-10-8 a 2-0-0 3-10-8 ale = 1:11.0 4.50 12 CP 2 T1 61 1 4 2x4 = 3-10-8 3-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.00 2 "" 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=56/Mechanical, 2=332/0-8-0, 4=35/Mechanical Max Horz2=193(load case 3) Max Uplift3=-76(load case 3), 2=-375(load case 3) Max Grav3=56(load case 1), 2=332(load case 1), 4=70(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-60/14 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 3 and 375 lb uplift at joint 2. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGL 3 MODLL 0005 2577-1 EJ5 JACK TR 6 1 Job Reference (optional) ±3Rr_ of nr.anrin Rnnfnrrl Pinridn 37773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:58 2006 Page 1 MR 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) 0.08 2-4 >714 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.10 2-4 >542 240 Weight: 19lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=102/Mechanical, 2=365/0-8-0, 4=46/Mechanical Max Horz 2=161(load case 3) Max Uplift3=-49(load case 3), 2=-489(load case 3), 4=-145(load case 3) Max Grav3=102(load case 1), 2=365(load case 1), 4=93(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-66/28 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3, 489 lb uplift at joint 2 and 145 lb uplift at joint 4. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0006 2577-1 EJ7 JACK TR 16 1 Job Reference (optional) CG of Orlando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:58 2006 Page 1 le = 1:1 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.12 2-4 >688 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 2-4 >275 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.00 2 "" 240 Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=173/Mechanical, 2=434/0-8-0, 4=66/Mechanical Max Horz 2=1 94(load case 3) Max Uplift3=-110(load case 3), 2=-316(load case 3) Max Grav3=173(load case 1), 2=434(load case 1), 4=133(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-83/49 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 3 and 316 lb uplift at joint 2. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 2577-1 BCG of Ork3ndo, F Truss Truss Type AJACK TR .@ 45 Qty 7PIyEJA-ROONST.- SAGE 3 MODEL 12 rence otional >_00 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 1 z E 0007 Page Scale = 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 2 I/defl >999 Ud 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.00 TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 2 n/a **** n/a 240 Weight: 6 lb BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.00 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=310/0-8-0, 4=9/Mechanical, 3=-118/Mechanical Max Horz 2=105(load case 3) Max Uplift2=-452(load case 3), 3=-118(load case 1) Max Grav 2=31 0(load case 1), 4=18(load case 2), 3=201(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-69/80 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 118 lb uplift at joint 3. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0008 2577-1 J3 JACK TR @ 45 11 1 o Job Reference (optional) 5CG of Or ando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:59 2006 Page 1 Scale = 1:9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) 0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.01 2-4 >999 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=14/Mechanical, 2=313/0-8-0, 4=26/Mechanical Max Horz 2=165(load case 3) Max Uplift3=-12(load case 3), 2=-477(load case 3), 4=-82(load case 3) Max Grav 3=14(load case 1), 2=313(load case 1), 4=53(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-57/0 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); porch left exposed; Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3, 477 lb uplift at joint 2 and 82 lb uplift at joint 4. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0009 2577-1 J3A JACK TR @ 45 1 1 Job Reference (optional) JBCG of Orlando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:59 2006 Page 1 Scale = 1 3-0-0 1 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 1-3 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.01 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 9 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=105/0-8-0, 2=79/Mechanical, 3=26/Mechanical Max Horz 1=94(load case 3) Max Uplift1=-62(load case 3), 2=-118(load case 3) Max Grav 1=105(load case 1), 2=79(load case 1), 3=53(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-55/25 BOT CHORD 1-3=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 1 and 118 lb uplift at joint 2. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0010 2577-1 J5 JACK TR @ 45 8 1 Job Reference (optional) 3CG of Oriando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:33:59 2006 Page 1 le = 1:12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.07 24 >809 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(ILL) 0.00 2 **** 240 Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=102/Mechanical, 2=365/0-8-0, 4=46/Mechanical Max Horz 2=161(load case 3) Max Uplift3=-49(load case 3), 2=-316(load case 3) Max Grav3=102(load case 1), 2=365(load case 1), 4=93(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-66/28 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 316 lb uplift at joint 2. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 2577-1 1R01 COMMON TR 14 1 1 Job .- SAGE 3 MODEL , Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34 00111. 0 2_0_p 6-4-14 1 12-3-8 16-8-0 21-0-8 26-11-2 33-4-0 35-4-0 2-0-0 6-4-14 5-10-9 4-4-8 4-4-8 5-10-9 6-4-14 Scale ale = = 1: 4x4 = 4.50 12 6 sxa — 16 15 14 113 - 2x4 II 5x6 = 3x8 = 5x6 = 2x4 II 64-14 1 12-3-8 1 16-8-0 1 21-0-8 26-11-2 33-4-0 6-4-14 5-10-9 44-8 4-4-8 5-10-9 6-4-14 Plate Offsets X, 13:0-2-8,0-3-0 , 15:0-2-8,0-3-0 SPACING 2-0-0 LOADING (psf) CSI DEFL in (loc) I/defl L/d Vert(LL) -0.16 14 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plates Increase 1.25 1.25 TC BC 0.48 0.53 Vert(TL) -0.41 15-16 >960 240 TCDL 10.0 BCLL 0.0 Lumber Increase Rep Stress Incr YES IWB 0.47 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.16 15-16 >999 240 Weight: 173 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1450/0-8-0, 10=1450/0-8-0 Max Uplift2=-587(load case 3), 10=-587(load case 3) k BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-2935l727, 3-4=-2344/660, 4-5=-2281/675, 5-6=-1854/597, 6-7=-1854/597, 7-8=-2281/675, 8-9=-2344/660, 9-10=-2935/727, 10-11=0/42 BOT CHORD 2-16=-536/2662, 15-16=-536/2662, 14-15=-401/2135, 13-14=-401/2135, 12-13=-536/2662, 10-12=-536/2662 WEBS 3-16=01252, 3-15=-586/146, 5-15=-3/382, 5-14=-665/230, 6-14=-282/1026, 7-14=-665/230, 7-13=-3/382, 9-13=-586/146, 9-12=0/252 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 587 lb uplift at joint 2 and 587 lb uplift at joint 10. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0012 2577-1 R02 HIP TR 2 1 Job Reference (optional) BCG of Orlando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:00 2006 Page 1 0 ?I 0 -2-0-0 7-3-1 2-0-0 7-3-1 15-0-0 184-U co-u-i 7-8-15 3-4-0 7-8-15 4x8 = 4.50 F12 5x6 = 4 5 3x8 = 14 13 12 11 10 y 2x4 11 4x6 = 3x4 = 3x8 = 4x6 = 2x4 11 7-3-1 2-0-0 Scale = 1:61 7-3-1 15-0-0 184-0 26-0-15 1 33-4-0 7-3-1 7-8-15 3-4-0 7-8-15 7-3-1 Plate Offsets (X Y): [3:0-3 0 0 3-0] [4:0 5 4 0 2 4] [5:0-3-0 0-2-6] [6:0-3-0 0-3-0] _ LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2004/TP12002 CSI TC 0.48 BC 0.61 WB 0.29 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) -0.16 12-14 -0.50 12-14 0.15 7 0.17 12-14 I/defl >999 >789 n/a >999 Ud 360 240 n/a 240 PLATES MT20 Weight: 165 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1450/0-8-0, 7=1450/0-8-0 Max Uplift2=-595(load case 3), 7=-595(load case 3) GRIP 244/190 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 1 Row at midpt 3-12, 6-11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-2928/757, 3-4=-2087/637, 4-5=-1886/648, 5-6=-2089/637, 6-7=-2927l757, 7-8=0/42 BOT CHORD 2-14=-561/2655, 13-14=-563/2652, 12-13=-563/2652, 11-12=-333/1885, 10-11=-563/2651, 9-10=-563/2651, 7-9=-561 /2655 WEBS 3-14=01324, 3-12=-831 /245, 4-12=-24/424, 4-11=-202/206, 5-11=-24/424, 6-11=-830/245, 6-9=0/323 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 2 and 595 lb uplift at joint 7. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0013 2577-1 R03 HIP TR 2 1 Job Reference (optional) BCG of Orkindo, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:01 2006 Page 1 0 dI 0 -2-0-0 7-5-3 13-0-0 1 20-4-0 1 25-10-13 33-4-U 1 4 b-4-U 2-0-0 7-5-3 5-6-13 7-4-0 5=6A3 7-5-3 2-0-0 Scale = 1:61 4.50 F12 48 = 4 5x6 = 5 3xb 14 13 12 11 10 9 2x4 11 3x4 = 3x8 = 2x4 11 3x4 = 3x4 = 7-5-3 13-0-0 20-4-0 25-10-13 7-5-3 5-6-13 7-4-0 5-6-13 Plate Offsets (X Y): [2:0-3-6 0-1-8] [3:0-2-0 0-3-0] [4:0-5-4 0-2-4] [5:0-3-0 0-2-6] [6:0-2-00-3-0] [7:0-3-6 0-1-8] LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2004/TP12002 CSI TC 0.48 BC 0.63 WB 0.42 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft -0.16 11-12 >999 -0.46 11-12 >850 0.15 7 n/a 0.16 9-11 >999 Ud 360 240 n/a 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No:2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1450/0-8-0, 7=1450/0-8-0 Max Uplift2=-603(load case 3), 7=-603(load case 3) 0 1'T 0 7-5-3 PLATES GRIP MT20 244/190 Weight: 160 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 1 Row at midpt 4-11 FORCES (lb) - Maximum Compression/Maximum Tension TO P C H O R D 1-2=0/42, 2-3=-2880/770, 3-4=-2277/7l l, 4-5=-2090l706, 5-6=-2277/710, 6-7=-2880/770, 7-8=0/42 BOT CHORD 2-14=-567/2605, 13-14=-563/2611, 12-13=-563/2611, 11-12=-424/2089, 10-11=-563/2610, 9-10=-563/2610, 7-9=-568/2605 WEBS 3-14=0/264, 3-12=-596/154, 4-12=0/458, 4-11 =-1 80/181, 5-11=0/458, 6-11=-595/155, 6-9=0/264 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 603 lb uplift at joint 2 and 603 lb uplift at joint 7. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Twss Truss Type Qty Ply JA-RO CONST.-SAGE 3 MODEL 0014 2577-1 R04 HIP TR 1 1 Job Reference (optional) 3CG-of Orando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:01 2006 Page 1 2-0-0 6-4-3 11-0-0 16-8-0 22-4-0 26-11-13 33-4-0 35-4-0 2-0-0 6-4-3 4-7-13 5-8-0 5-8-0 4-7-13 6-4-3 2-0-0 Scale = 1:61: 4.50 12 48 = 3x4 � 2x4 11 48 = 3x4 5 6 7 3x4 0 1I4 0 3x8 = 18 17 16 15 14 13 12 2x4 11 3x4 = 3x8 = 3x4 = 2x4 11 3x4 = 3x4 = 6-4-3 11-0-0 16-8-0 22-4-0 26-11-13 33-4-0 6-4-3 4-7-13 5-8-0 5-8-0 4-7-13 6-4-3 Plate Offsets (X Y): [5:0-540-2-4] [7:0-5-4 0-2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.18 15 >999-- 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.45 13-15 >872 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.19 15 >999 240 Weight: 166lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1450/0-8-0, 10=145010-8-0 Max Uplift2=-612(load case 3), 10=-612(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-2917/784, 3-4=-2449/757, 4-5=-2360/769, 5-6=-2568/856, 6-7=-2568/856, 7-8=-2360/769, 8-9=-2449f/57, 9-10=-2917/784, 10-11=0/42 BOT CHORD 2-18=-587/2643, 17-18=-587/2643, 16-17=-503/2258, 15-16=-503/2258, 14-15=-503/2258, 13-14=-503/2258, 12-13=-587/2643, 10-12=-587/2643 WEBS 3-18=0/221, 3-17=-451/94, 5-17=0/364, 5-15=-127/508, 6-15=-355/227, 7-15=-127/508, 7-13=0/364, 9-13=-451 /94, 9-12=0/221 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 612 lb uplift at point 2 and 612 lb uplift at joint 10. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. .Florida License # 49616 Job Truss Truss Type oty Ply JA-RO CONST.- SAGE 3 MODEL 0015 2577-1 R04A HIP TR 1 1 Job Reference (optional) 8CG of Orlando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:02 2006 Page 1 6-4-3 11-0-0 16-8-0 1 22-4-0 1 26-11-13 33-4-0 1 35-4-0 6-4-3 4-7-13 5-8-0 5-8-0 4-7-13 6-4-3 2-0-0 Scale = 1:58. 4x8 = 2x4 14x8 = 3x4 4.50 12 3 4 5 3x4 3x4 6 2 7 I W2WI W2 WI 00 Ln 19 W3 4 1 8 0 0 9 1. * o 0 3x8 = 16 15 14 13 12 11 10 3x8 = 2x4 I I 3x4 = 3x8 = 3x4 = 2x4 11 3x4 = 3x4 = 6-4-3 11-0-0 16-8-0 224-0 26-11-13 33-4-0 6-4-3 4-7-13 5-8-0 5-8-0 4-7-13 6-4-3 Plate Offsets X, 3:0-5-4,0-2-4 , 5:0-5-4,0-24 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.18 13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.46 13-15 >858 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2004lrP12002 (Matrix) Wind(LL) 0.19 13 >999 240 Weight: 163lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1301/0-8-0, 8=1455/0-8-0 Max Horz 1=-71(load case 3) Max Upli tl=-392(load case 3), 8=-621(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-29931910, 2-3=-2477/814, 3-4=-2589/890, 4-5=-2589/890, 5-6=-2374/792, 6-7=-2463/780, 7-8=-2931 /807, 8-9=0/42 BOT CHORD 1-16=-713/2720, 15-16=-713/2720, 14-15=-543/2283, 13-14=-543/2283, 12-13=-524/2271, 11 -1 2=-524/2271, 10-11=-608/2655, 8-10=-608/2655 WEBS 2-16=0/229, 2-15=-511/192, 3-15=-27/370, 3-13=-120/507, 4-13=-356/229, 5-13=-143/518, 5-11=0/364, 7-11=451 /94, 7-10=0/221 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 1 and 621 lb uplift at joint 8. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0016 2577-1 R05 H I P TR 1 1 Job Reference (optional) `3CG of Orlando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:02 2006 Page 1 -2-0-0 , 4-4-11 , 9-0-0 14-4-15 , 18-11-1 24-4-0 28-11-5 33-4-0 35-4-0 2-0-0 4-4-11 4-7-5 5-4-15 4-6-2 5-4-15 4-7-5 4-4-1 1 2-0-0 Scale = 1:61 4.50 F12 5x6 = 4 3x4 = 3x4 = 3x4 = 5 6 7 5x6 = 8 114 6 3x6 16 15 14 13 12 3xb 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 9-0-0 16-8-0 24-4-0 33-" 9-0-0 7-8-0 7-8-0 9-0-0 Plate Offsets X,Y : 2:0-3-6,0-1-8 , 4:0-3-0,0-2-6 8:0-3-0,0-2-6 , 10:0-3-6,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.21 14 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.55 14-16 >713 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.23 14 >999 240 Weight: 161 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1450/0-8-0, 10=1450/0-8-0 Max Uplift2=-621(load case 3), 10=-621(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-2 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-2898/846, 3-4=-2668l794, 4-5=-2483/786, 5-6=-3078/994, 6-7=-3078/994, 7-8=-2483/786, 8-9=-2668/794, 9-10=-2898/846, 10-11=0/42 BOT CHORD 2-16=-646/2632, 15-16=-800/3031, 14-15=-800/3031, 13-14=-800/3032, 12-13=-800/3032, 10-12=-646/2632 WEBS 3-16=-191/84, 4-16=-56/598, 5-16=-751/276, 5-14=0/166, 7-14=01165, 7-12=-751/276, 8-12=-56/598, 9-12=-1 91/84 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 2 and 621 lb uplift at joint 10. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0017 2577-1 R05A HIP TR 1 1 Job Reference (optional) BCG-of Oraando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:02 2006 Page 1 4-4-11 9-0-0 14-4-15 18-11-1 24-4-0 28-11-5 33-4-0 35-4-0 , 4-4-11 4-7-5 5-4-1.5 4-6-2 5-4-15 4-7-5 4-4-11 2-0-0 ' Scale = 1:58. = 4.50 12 5x6 3x4 = 3x4 = 3x4 = 5x6 = 3 4 5 6 7 2x4 � 4 2 1 W W28 00 Ice)W4 ao M >W4 1 9 0 0 c9 10Iv 0tl 0 3x8 = 15 14 13 12 11 3x8 = 3x8 = 46 = 3x4 = 46 = 3x8 = 9-0-0 , 16-8-0 , 24-4-0 33-4-0 9-0-0 7-8-0 7-8-0 9-0-0 Plate Offsets X,Y : 3:0-3-0,0-2-6 , :0-3-0,0-2-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.22 13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.57 11-13 >687 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.25 11-13 >999 240 Weight: 158lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1309/Mechanical, 9=1462/0-8-0 Max Horz 1=-71(load case 3) Max Uplift1=-403(load case 3), 9=-632(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3101/1030, 2-3=-2767/881, 3-4=-2575/866, 4-5=-3137/1044, 5-6=-3137/1044, 6-7=-2516/815, 7-8=-2703/824, 8-9=-2931 /874, 9-10=0/42 BOT CHORD 1-15=-843/2858, 14-15=-860/3101, 13-14=-860/3101, 12-13=-843/3083, 11-12=-843/3083, 9-11=-672/2662 WEBS 2-15=-330/210, 3-15=-99/623, 4-15=-735/254, 4-13=0/154, 6-13=0/174, 6-11=-772/294, 7-11=-66/605, 8-11=-189/82 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 1 and 632 lb uplift at joint 9. OCT 02, 2006 LOAD CASE(S) Standard LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0018 2577-1 R06A HIP TR 1 1 Job Reference o tional BOG of Or"Yando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 2915:34:03 2006 Page 1 7-0-0 12-9-10 1 20-6-6 26-4-0 33-4-0 35-4-0 7-04 5-9-10 7-8-13 5-9-10 7-0-0 2-0-0 Scale = 1:58.6 4.50 12 5x6 = 3x4 = 3x5 = 3x4 = 5x6 = 2 3 4 5 6 W2 W ro 7 N 1 o 0 8 Iv v] o 3x8 = 3x8 = 13 12 11 10 9 3x4 = 5x12 MT20H WB = 3x4 = 5x12 MT20H WB = 3x4 = 7-0-0 16-8-0 26-4-0 33-4-0 7-0-0 9-8-0 9-&0 7-0-0 Plate Offsets X, 2:0-3-0,0-2-6 , 6:0-3-0,0-2-6 LOADING (psf) SPACING 2-0-0 CSI TC 0.79 DEFL in (loc) Vdefl Ud Vert(LL) -0.31 11 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.87 9-11 >452 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.20 7 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrix) Wind(LL) 0.35 9-11 >999 240 Weight: 142 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1309/Mechanical, 7=1462/0-8-0 Max Horz 1=-71(load case 3) Max Uplift1=-412(load case 3), 7=-641(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3058/960, 2-3=-2824/950, 3-4=-3979/1263, 4-5=-3979/1263, 5-6=-2713/845, 6-7=-2954/860, 7-8=0/42 BOT CHORD 1-13=-758/2786, 12-13=-117913859, 11-12=-1179/3859, 10-11=-1149/3822, 9-10=-1149/3822, 7-9=-6532674 WEBS 2-13=-108f723, 3-13=-1271 /459, 3-11=0/334, 5-11=0/360, 5-9=-13261541, 6-9=-115/740 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint 1 and 641 lb uplift at joint 7. OCT 02, 2006 LOAD CASE(S) Standard LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job 2577-1 I R06G I HIP GIRDER TR Qty Ply JA-RO CONST.- SAGE 3 MODEL 1 1 Job Reference (optional) t00 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 0019 1 2-0-0 4-1-0 7-0-0 11-10-14 16-8-0 21-5-2 26-4-0 29-3-0 33-4-0 35-4-0 2-0-0 4-1-0 2A 1-0 4-1.0-14 4=9-2 9-9-2 4-10=14 2-1170 4-1-0 Scale = 1:61 4.50 12 5x6 = 3x5 = n S 8x8 = 3x5 = 5x6 = 6 7 8 2x4 4X12 16 15 14 10 11 6x8 = 8x12 MT20H= 2x4 II 8x12 MT20H= 6x8 = 7-0-0 11-10-14 16-8-0 21-5-2 26-4-0 33-4-0 7-0-0 4-10-14 4-9-2 4-9-2 4-10-14 7-0-0 Plate Offsets X,Y : 2:0-4-11,0-2-0 6:0-4-0,0-4-8 , 10:0-4-11,0-2-0 , 13:0-6-0,0-4-8 , 15:0-6-0,0-4-8 I 0.71 0.70 0.58 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.48 -1.21 0.24 0.60 (loc) 14 14 10 14 I/deft >814 >323 n/a >656 Ud 360 240 n/aBCDL 240 PLATES GRIP MT244/190 MT20H 187/143BCLL Weight: 207 lb LOADING (psf) TCLL 20.0 TCDL 10.0 0.0 10.0 SPACING 2-0-0T Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2004/TPI2002atrix) LUMBER TOP CHORD 2 X 4 SYP No.2 `Except' T2 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=2804/0-8-0, 10=2804/0-8-0 Max Uplift2=-1178(load case 3), 1 0=-1 178(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. WEBS 1 Row at midpt 5-16, 7-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-6583/2315, 3-4=-6645/2356, 4-5=-6144/2219, 5-6=-8662/3222, 6-7=-8662/3222, 7-8=-6144/2219, 8-9=-6645/2356, 9-10=-6583/2315, 10-11=0/47 BOT CHORD 2-16=-2020/6059, 15-16=-3036/8639, 14-15=-3323/9405, 13-14=-3323/9405, 12-13=-3036/8639, 10-12=-2020/6059 WEBS 3-16=-45/350, 4-16=-509/1814, 5-16=-2837/1120, 5-15=-43/626, 6-15=-892/324, 6-14=0/283, 6-13=-892/324, 7-13=-43/626, 7-12=-2837/1120, 8-12=-509/1814, 9-12=-45/350 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=171t; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. OCT 02 2006 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1178 lb uplift at joint 2 and 1178 lb uplift at joint 10. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 193 lb ffi up at 26-4-0, and 513 lb down and 193 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). F Structural Engineering Theiss Mail Route LOAD CASE(S) Standard , TX 77379 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 opher J. Newhouse, P.E. a License # 49616 2 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0020 2577-1 R07G HIP GIRDER TR 1 1 Job Reference (optional) �65G— of Or and., Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:04 2006 Page 1 5-0-0 8-7-9 12-7-12 1 16-8-0 1 20-8-4 24-8-7 1 28-4-0 33-4-0 1 354-0 1 5=0-0 3 7=9 4=0-4 4-0-4 4-0-4 4-0-4 3-7-9 5-0-0 2-0-0 - Scale = 1:58. 4.50 F12 48 = 4x8 = 3x4 = 5x6 = 2x4 II 5x6 = 3x4 = 2 3 4 5 6 7 8 0 4 9 C, ' O N 1 1014 q vl o 0 3x5 3x5 19 18 1716 15 1413 12 11 2x4 11 3x4 = 46 = 3x8 = 3x4 = 3x4 = 2x4 11 3x4 = 46 = 5-D-0 8-7-9 12-7-12 16-8-0 20-8-4 24-8-7 1 28-4-0 334-0 5-0-0 3-7-9 4-0-4 4-0-4 4-0-4 4-0-4 3-7-9 5-0-0 Plate Offsets X,Y : 1:0-3-11,0-1-8 2:0-5-4,0-2-4 , 4:0-3-0,0-3-0 , 6:0-3-0,0-3-0 , 8:0-5-4,0-2-4 9:0-3-11,0-1-8 LOADING (psf) SPACING 2-0-0 CSI TC 0.56 DEFL in (loc) I/deft Ud Vert(LL) -0.05 18 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.14 18-19 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.04 9 n/a n/a Wind(LL) 0.06 18 >999 240 Weight: 181 lb BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 6 SYP No.2 6-0-0 oc bracing: 14-15. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=840/Mechanical, 15=2077/0-8-0, 9=630/0-8-0 Max Horz 1=-79(load case 3) Max Upliftl=-223(load case 3), 15=-541(load case 3), 9=-391(load case 3) Max Grav 1=844(load case 4), 15=2077(load case 1), 9=636(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension 3-4=-677/171, 4-5=-302/1368, 5-6=-30211368, 6-7=0/136, 7-8=-669/268, TOP CHORD 1-2=-19321504, 2-3=-1765/457, 8-9=-828/182, 9-10=0147 BOT CHORD 1-19=-346/1761, 18-19=-347/1789, 17-18=-298/1765, 16-17=-298/1765, 15-16=-12/633, 14-15=-163/87, 13-14=-110/669, 12-13=-110/669, 11-12=-30/725, 9-11=-39/720 WEBS 2-19=-20/377, 2-18=-34/84, 3-18=0/199, 3-16=-1204/314, 4-16=-13/557, 4-15=-2186l522, 5-15=-326l178, 351/412, 6-14=-21 /374, 7-14=-838/215, 7-12=01188, 8-12=-91 /0, 8-11=0/174 6-15=-1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. OCT 02, 2006 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. truss to bearing capable of withstanding 223 lb uplift at joint 1, 541 lb 7) Provide mechanical connection (by others) of plate uplift at joint 15 and 391 lb uplift at joint 9. 8) Load case(s) 1, 2, 3, 4, 5 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb down and 80 lb up at 5-0-0 on bottom chord. The design/selection of.such connection device(s) is the responsibility of others. LTG -Structural Engineering 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17018 Theiss Mail Route Spring, TX 77379 LOAD CASE(S) Standard Christopher J. Newhouse, P.E. Florida License # 49616 Continued on page 2 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0020 2577-1 R07G HIP GIRDER TR 1 1 Job Reference (optional) 1aCG f O;tando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep29 15:34:04 2006 Page 2 LOAD CASE(S) Standard 4) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-95(F=-35), 5-8=-60, 8-10=-60, 1-19=-20, 15-19=-32(F=-12), 9-15=-20 Concentrated Loads (lb) Vert: 19=-233(F) 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-5=-46(F=-26), 5-8=-20, 8-10=-20, 1-19=40, 15-19=-52(F=-12), 9-15=-40 Concentrated Loads (lb) Vert: 19=-175(F) 3) C-C Wind: Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=35, 2-5=51(F=12), 5-8=39, 8-9=35, 9-10=89, 1-19=-12, 15-19=-24(F=-12), 9-15=-12 Horz: 1-2=-43, 8-9=43, 9-10=97 Drag: 2-3=-0, 7-8=0 Concentrated Loads (lb) Vert: 19=80(F) 4) 1 st unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-95(F=-35), 5-8=-60, 8-10=-20, 1-19=-20, 15-19=-32(F=-12), 9-15=-20 Concentrated Loads (lb) Vert: 19=-233(F) 5) 2nd unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-5=-95(F=-35), 5-8=-60, 8-10=-60, 1-19=-20, 15-19=-32(F=-12), 9-15=-20 Concentrated Loads (lb) Vert: 19=-233(F) Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL _ - - _ 0021 2577-1 R08 COMMON TR 2 1 Job Reference (optional) 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Sep 29 15:34:04 2006 Page 1 Orlando, Sanford, Florida 32773 r&QG 2-0-0 6-1-4 10-8-0 15-2-12 21 4-0 2-0-0 6-1-4 4-6-12 4-6-12 6-1-4 Scale = 1:38.5 4.50 12 44 = 5 3x4 2x4 q 2x4 6 3 7 2 0 0 01 8 3x6 zzz 3x6 5x8 = 10 8 0 21-4-0 10-8-0 10-8-0 Plate Offsets X Y : 2:0-3-6,0-1-8 , :0-3-6,0-1-8 , 8:0-4-0,0-3-4 LOADING (psf) SPACING 2-0-0 CSI 0.48 DEFL in (loc) I/deft Ud Vert(LL) -0.19 2-8 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC BC 0.75 Vert(TL) -0.53 7-8 >464 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.11 7-8 >999 240 Weight: 90lb BCDL 10.0 Code FBC2004/TP12002 (Matrix) LUMBER BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. TOP CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=81810-8-0, 2=978/0-8-0 Max Horz 2=71(load case 3) Max Uplift7=-224(load case 3), 2=-463(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension 4-5=-1191/330, 5-6=-1246/334, 6-7=-1646/497 TOP CHORD 1-2=0/42, 2-3=-1629/449, 3-4=-1244/321, BOT CHORD 2-8=-345/1457, 7-8=-404/1493 WEBS 3-8=-405/192, 5-8=-54/612, 6-8=-445/258 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a 10.0 psf 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. lb 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 7 and 463 uplift at joint 2. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0022 2577-1 R09 HIP TR 1 1 Job Reference (optional) 9CG'bf OMando, Sanford, Florida 32773 6.200 s Jul 13 2005 M7ek Industries, Inc. Fri Sep 29 15:34:05 2006 Page 1 -2-0-0 4-4-11 9-0-0 1 12-4-0 16-11-5 1 21-4-0 2-0-0 4-4-11 4-7-5 3-4-0 4-7-5 4-4-11 Scale = 1:39.3 5x6 = 5x6 = 4 5 4.50 12 2x4 2x4 3 6 co 00 M W2 W2 7 2 o 04� jo 6 3x6 10 9 8 3x6 3x4 = 3x4 = 3x4 = 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets X, 2:0-3-6,0-1-8 , 4:0-3-0,0-2-6 , 5:0-3-0 0-2-6 , :0-3-6,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.14 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.39 7-8 >636 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Wind(LL) 0.08 7-8 >999 240 Weight: 93 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 7=818/0-8-0, 2=978/0-8-0 Max Horz 2=71(load case 3) Max Uplift7=-232(load case 3), 2=-470(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-1693/465, 3-4=-1372/388, 4-5=-1247/400, 5-6=-1375/394, 6-7=-1747/566 BOT CHORD 2-10=-365/1525, 9-10=-254/1247, 8-9=-254/1247, 7-8=-482/1597 WEBS 3-10=-365/115, 4-10=0/281, 5-8=-6/292, 6-8=-435/240 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 7 and 470 lb uplift at joint 2. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 .- SAGE 3'MODEL 0023 2577-1 I R09A HIP TR 1 1 Job Reference (optional) #rlando, Sanford, Florida 32773 6.200 s Jul 13 2005 Mi-rek Industries, Inc. Fri Sep 29 15 34 05 2006 Page 1 �—Gf 2_p_p 4 4-11 9-0-0 12-4-0 16-11-5 1 21 -4-0 23 4-0 2_0_0 4 4-11 4_7-5 3-4 0 4-7-5 4-4-11 2-0-0 Scale = 1:41 { 5x6 = 5x6 = 4 5 0 I� 0 3X0 i 3x4 = 3x4 = 3x4 = 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 , 2:0-3-6,0-1-8 4:0-3-0,0-2-6 SPACING 2-0-0 5:0-3-0,0-2-6 , 7:0-3-6,0-1-8 CSI DEFL in (loc) I/deft Vert(LL) -0.14 7-9 >999 Ud 360 PLATES GRIP MT20 244/190 r7: Plates Increase 1.25 1.25 TC 0.48 BC 0.52 Vert(TL) -0.37 7-9 >676 240 Lumber Increase Rep Stress Incr YES WB 0.17Horz(TL) 0.05 7 n/a n/a 240 Weight: 96lb Code FBC2004/TP12002 (Matox) Wind(LL) 0.06 9-11 >999 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=970/0-8-0, 7=970/0-8-0 Max Uplift2=-457(load case 3), 7=-457(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-1673/433, 3-4=-1345/344, 4-5=-1220/357, 5-6=-1345/344, 6-7=-1673/433, 7-8=0/42 BOT CHORD 2-11=-266/1508, 10-11=-139/1220, 9-10*-139/1220, 7-9=-266/1507 WEBS 3-11=-368/132, 4-11=01282, 5-9=0/282, 6-9=-368/132 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 lb uplift at joint 2 and 457 lb uplift at joint 7. LOAD CASE(S) Standard OCT 02, 2006 LTG - Structural Engineering 17018 Theiss Mail Route Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0024 2577-1 R10G HIP GIRDER TR 1 1 Job Reference (optional) EC `57 OMando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:05 2006 Page 1 -2-0-0 7-0-0 10-8-0 1 14-4-0 21-4-0 234-0 2-0-0 7-0-0 3-8-0 3-8-0 7-0-0 2-0-0 Scale = 1:41. `S 5x8 = 2x4 I I 5x8 = 4.50 12 3 11 4 12 5 ro 6 N 2 O O �U Li7 1� 1 0 d 3x10 = 10 13 9 14 8 3x10 = 2x4 11 5x8 = 2x4 11 7-0-0 10-8-0 144-0 21-" _ 7-0-0 3-8-0 3-8-0 7-0-0 Plate Offsets X,Y : 2:0-5-11,0-1-8 , 3:0-5-8,0-2-8 5:0-5-8,0-2-8 6:0-5-11,0-1-8 , 9:0-4-0,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.16 9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.42 9 >587 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code FBC20041TPI2002 (Matrix) Wind(LL) 0.17 9 >999 240 Weight: 94lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-7 oc bracing. WEBS 2 X 4 SYP No.3 LTG - Structural Engineering 17018 Theiss Mail Route REACTIONS (lb/size) 2=1879/0-8-0, 6=1879/0-8-0 Spring, TX 77379 Max Uplift2=-742(load case 3), 6=-742(load case 3) Christopher J. Newhouse, P.E. Florida License # 49616 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-4049/1139, 3-11=-4100/1290, 4-11=-4099/1290, 4-12=-4099/1290, 5-12=-4100/1290, 5-6=404911139, 6-7=0/42 BOT CHORD 2-10=-912/3692, 10-13=-913/3733, 9-13=-913/3733, 9-14=-913/3733, 8-14=-913/3733, 6-8=-912/3692 WEBS 3-10=-23/740, 3-9=-236/558, 4-9=-427/273, 5-9=-236/558, 5-8=-23/740 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 742 lb uplift at joint 2 and 742 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 46 lb up at 7-0-0, 113 lb down and 71 lb up at 9-0-12, 113 lb down and 71 lb up at 10-8-0, and 113 lb down and 71 lb up at 12-3-4, and 110 lb down and 46 lb up at 14-4-0 on top chord, and 600 lb down and 124 lb up at 7-0-0, 93 lb down at 9-0-12, 93 lb down at 10-8-0, and 93 lb down at 12-3-4, and 600 lb down and 124 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. OCT 02, 2006 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-7=-60, 2-6=-20 Concentrated Loads (lb) Vert: 3=-70(F) 5=-70(F) 10=-600(F) 9=-46(F) 4=-113(F) 8=-600(F) 11=-113(F) 12=-113(F) 13=-46(F) 14=-46(F) Job Truss Truss Type Oty Ply JA-RO CONST.- SAGE 3 MODEL 0025 2577-1 R11G HIP GIRDER TR 1 1 Job Reference (optional) EYC of O ando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:06 2006 Page 1 7-0-0 1 10-8-0 1 14-4-0 17-3-0 21-4-0 23-4-0 7-0-0 3-8-0 3-8-0 2-11-0 4-1-0 2-0-0 Scale = 1:38.4 i 4x8 = 2x4 II 5x8 = 4.50 12 3 4 2 3x8 5 W3 N 6 1 0 DO Io 7 0 3x8 = 12 11 10 9 8 4x10 = 2x4 11 4x6 = 3x8 = 44 = 3x10 Il 7-0-0 1 10-8-0 1 14-4-0 17-3-0 21-4-0 7-0-0 3-8-0 3-8-0 2-11-0 4-1-0 Plate Offsets X,Y : 1:0-3-12,0-1-8 , 2:0-5-4,0-2-4 , 4:0-5-8,0-2-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.13 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.33 8-9 >752 240 BCLL 0.0 Rep Stress Incr NO WS 0.59 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.15 8-9 >999 240 Weight: 114lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 6 SYP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. B2 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1206/0-8-0, 6=2726/0-8-0 Max Harz 1=-79(load case 3) Max Upliftl=-371(load case 3), 6=-1069(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2769/868, 2-3=-3127/1036, 3-4=-3127/1036, 4-5=-3760/1211, 5-6=-6076/1840, 6-7=0/47 BOT CHORD 1-12=-664/2514, 11-12=-662/2525, 10-11=-662/2525, 9-10=-991/3590, 8-9=-1587/5600, 6-8=-1587/5600 4-10=-617/177, 4-9=-374/1374, 5-9=-2334/686, WEBS 2-12=0/283, 2-10=-224/893, 3-1 0=-1 90/104, 5-8=-473/1828 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category 11; Exp B; enclosed; C-C Interior(1); Lumber DOL=1.33 plate grip DOL=1.00. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 1 and 1069 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2135 lb down and 721 lb up at 17-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. OCT 02, 2006 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) LTG - Structural Engineering Vert: 1-2=-60, 2-4=-60, 4-7=-60, 1-6=-20 17018 Theiss Mail Route Concentrated Loads (lb) Spring, TX 77379 Vert: 8=-2135(F) Christopher J. Newhouse, P.E. Florida License # 49616 Job Truss Truss Type Qty Ply JA-RO CONST.- SAGE 3 MODEL 0026 2577-1 R12G HIP GIRDER TR 1 1 Job Reference (optional) _ ><c+ Okando, Sanford, Florida 32773 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Sep 29 15:34:06 2006 Page 1 3-10-8 7-0-0 3-10-8 3-1-8 • 2x4 11 Scale = 1:13.3 s 5x8 = 6 3 2 " 4.50 12 T2 w1 w1 T1 1 B1 Ll 7 5 8 9 477-1 3x10 II 3x6 4x6 = 3-10-8 7-0-0 3-10-8 3-1-8 Plate Offsets X, 2:0-6-0,0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.04 1-5 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.11 1-5 >698 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2004/TP12002 (Matrix) Wind(LL) 0.05 1-5 >999 240 Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, BOT CHORD 2 X 6 SYP DSS except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. REACTIONS (lb/size) 1=1821/0-8-0, 4=2155/Mechanical Max Horz 1=110(load case 3) Max Upliftl=-688(load case 3), 4=-812(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3075/1075, 2-6=-0/0, 3-6=-0/0, 3-4=-88/121 BOT CHORD 1-7=-1051/2828, 5-7=-1051/2828, 5-8=-1120/3078, 8-9=-1120/3078, 4-9=-1120/3078 WEBS 2-5=-669/2420, 2-4=-3404/1238 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=17ft; TCDL=4.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; C-C Exterior(2); Lumber DOL=1.33 plate grip DOL=1.00. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 1 and 812 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb up at 3-10-8, and 34 lb up at 5-0-12 on top chord, and 1289 lb down and 415 lb up at 2-3-4, 66 lb down at 3-10-8, 1289 lb down and 424 lb up at 4-3-4, and 30 lb down at 5-0-12, and 824 lb down and 235 lb up at 6-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). OCT 02, 2006 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) LTG - Structural Engineering Vert: 1-2=-60, 2-3=-60, 1-4=-20 g Concentrated Loads (lb) 17018 Theiss Mail Route Vert: 5=-1355(F=-66, 8=-1289) 2=24(F) 6=4(F) 7=-1289(B) 8=-15(F) 9=-824(B) Spring, TX 77379 Christopher J. Newhouse, P.E. Florida License # 49616 )Sep 06 2006 10:20AN C�tyj of Sanford PlanninC 407 330 5679 lit i j Rosef Hprkey 407;324-007:6 i I Ftc Coves Sheet M BGb rue- Aor3 >� Qo►� = port , Send to Sa ntord De4. WVioet . IAraeic ' Attention: �s Office L ocotion: om a Location: bl deen Fax Number L4 - ba7 to Foci Number: 407 6 330 .- S 79, ® PreoSe Kgvr6w i , � Totcd pages. 3 Dove. yesterday, t was In the someone co oul the h your admwice about it. I left o voicertsail for Y, would Ice to acCarnp before I contact You. Some NOW The per pick up. as the orlqbx 1 realaed that wilt th our standard pkins tta douse on 50' +r+irde lot: aefore goft to the e: with you 10 sea ii them garOge entanom on 1 This d=W wit 9WO t the rimed to put In on 1 ward appreciate Yc whettw 1 con puma mau,k You. Rosa Harkey P.S. 1 already h (W0 pa i and Development Services nt ro SF pic. 1 spoke with Mr. Smith. s,iI ted tt ep�d r today and thought Dot I would tUA,Ya, a I the property lnclueshoh - 9WM9 youI�kor Is �br the 2 lots on Park Ave and 25", t'b a are re( te, plan. etc. has been approved by all deporirn� L• 'for me kg of these bo1s. the site of our cadd be chdnged n a 1 oar to a 2 ear. Up to *6 t�mm. weI been tiding t I of having our architect modify ourptans 1 wanted to be any problem vAh the house on the corner having :j house a ditf iw* look from the one ortb[9. plus it vvtl :P cuOverf in the crfth that Rim down Ptak Ave. reviewing this° inloffrKM aid Oftme some teeax"* on !, s s0 fttat I Can get the pFgpcl haled. morn the 080. of P irrg Of t:servi for APPROVED +4C+4 D ! y► a cu.�.+ a ExcirrsUMC PERM DAB 9_ e A e.� 1, 9 r i i P-1 2577-2 REF:.... 09-28-06 REVJ REVJ REV/ REVJ ROOF TRUSS LAYOUT SCALE = N.T.S. Nil HUS26 (4) 8-0-0 AFF NON-BRG WALLS DESIGN DATA: LOADING CRITERIA: FBC 2004 ROOF LIVE: 20 PSF ROOF DEAD: 20 PSF FLOOR LIVE:40 PSF FLOOR DEAD: 20 PSF WIND LOADING CRITERIA: ASCE 7-02 WIND DESIGN VELOCITY: 120 MPH WIND DURATION FACTOR: 1.33 EXPOSURE: B CATEGORY:11 DESIGN ELEVATION: 17'-0" FT. DEAD LOAD FOR UPLIFT: 10 LBS IMPORTANCE FACTOR: 1.00 GENERAL INFORMATION READ ALL NOTES. TRUSSES WILL NOT BE MANUFACTURED WITHOUT APPROVAL OFTHIS DRAWING. WARNING AND INSTRUCTIONS: THOSE INSTALUNG AND USING THESE COMPONENTS MUST READ AND FOLLOW THE WARNINGS AND INSTRUCTIONS INCLUDED IN THE DELIVERY AND ENGINEERING PACKAGE, DO NOT INSTALL OR USE THESE COMPONENTS UNTIL THE FULL DELIVERY PACKAGE IS RECEIVED AND ALL THE TRUSSES ARE VERIFIED FOR ACCURACY. REFER TO HI&91 SUMMARY SHEET (TRUSS PLATE INSTITUTE RECOMMENDATION$) AND INDMDUAL TRUSS DESIGNS FOR IMPORTANT INFORMATION REGARDING BRACING AND INSTALLATION GUIDELINES. THE ADVICE OF A PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT MUST BE SOUGHT ON MATTERS RELATING TO BEARING DESIGN, ANCHORAGE, BRACING, INSTALLATION AND USE OF COMPONENTS.BCG DE ORLANDO INC. IS NOT RESPONSIBLE FOR THESE MATTE0.S. A PERMIT FROM THE BUILDING DEPARTMENT 4^ REQUIRED TO INSTALL THESE COMPONENTS. DO NOT INSTALL THESE COMPONENTS UNTIL ONE IS OBTAINED. CONTRACTOR MUSTADHERETOALLBUILDING CODE REQUIREMENTS REGARDING THE INSTALLATION AND USE OF TRUSSES. INSTALLATIONAND USE: DO NOT CUT OR ALTER TRUSSES. DO NOT INSTALL OR USE DAMAGED TRUSSES AND REPORT ANY DAMAGED TRUSSES TO FABRICATOR. PROPER INSTALLATION AND USE OF THESE COMPONENTS IS THE SOLE REBPONSIBILITV OF THOSE PERSONS INSTALLING AND USING THESE COMPONENTS.BOG OF ORLAN INC. IS NOT RESPONSIBLE FOR THE LIABILITIES THAT MAY RESULT FROM FIELD STORAGE, MISUSE OR IMPROPER INSTALLATIO N OF THESE COMPONENTS INCLUDING,BUT NOT LIMITED TO: FAILURES, BODIIV INJURY, LOSS OF PROPERTY AN LIFE. TRUSSES MUST BE INSTALLED BY CONTRACTORS WITH SUFFICIENT EXPERIENCE IN TRUSS INSTALLATION AND HANDLING. NO ALTERATION OF THE TRUSSES IS ALLOWED WITHOUT PREVIOUS APPROVAL OF TRUSSES MANUFACTURER. ANY UNAUTHORIZED ALTERATION, REPAIR OR MODIFICATION OF THE TRUSSES WILL CAUSE BCG OF ORLANDO INC. TO RELINQUISH RESPONSIBILITY FOR THE STRUCTURAL SAFETY OF THOSE TRUSSES AND TO NOTIFY THE BUILDING OFFICIALS. THIS IS A TRUSS PLACEMENT DRAWING ONLY. TRUSSES SHOWN ON THIS PLAN ARE A COMPONE PART OF THE STRUCTURE. THIS PLAN IDENTIFIES TRUSS LOCATION, INSTALLER MUST REFER TO INDIVIDUAL ENGINEERING DRAWINGS FOR PROPER IDENTIFICATION OF TRUSSES. BRACING. ERECTION AND PERMANENT BRACING MJHICN IS ALWAYS REQUIRED) ARE THE RESPONSIBILITY OF THE CONTRACTOR NOT THE TRUSS FABRICATOR. R EFER TO INDIVIDUAL TRUSS DESIGNS AND ARCHITECTURAL OR ENGINEERING DRAWINGS FOR ADDITIONAL BRACING REQUIRED TO BE INSTALLED DURING ERECTION. REFER TO ARCHITECTURAL DRAWINGS FOR BRACING REQUIRED TO RESIST WIND AND OTHER SPECIFIC LOADING CONDITIONS. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION BRACING WHICH IS ALWAYS REOUIRED TO PREVENT TOPPLING AND COLLAPSING DURING INSTALLATION. TRUSSES SHALL BE ERECTED AND FASTENED IN A STRAIGHT AND PLUMB POSIRON. BEARINGS . ALL BEARINGS, BEARINGS DESIGNS, BRACING AND ANCHORAGE, ARE RESPONSIBILITY OF THE PROJECT DESIGNER. REFER TO INDMDUAL TRUSS DESIGNS FOR REACTIONS AND UPLIFTS. TRUSSES MAY NOT BEAR ON ANY INTERIOR WALL OR PARTf(ION UNLESS DESIGNED FOR SAME. GIRDERS: GIRDER PLIES SHOULD BE FIELD CONNECTED BY BUILDER AS SHOWN IN THE INDMDUALTRUSS DESIGNS. SPACING: TRUSS SPACING 2r O.C. UNLESS OTHERWISE NOTED ON LAYOUT. HANGER :TRUSS MANUFACTURER WILL ONLY SUPPLY STANDARD UGHT GAGE TRUSS TO TRUSS CONNECTORS AS SHOWN ON TRUSS PLACEMENT DRAWINGS. g9g ANDAFPROVA: ALL DIMENSION, OUANTTIES, LOADING AND DETAILS ON THIS PLAN AND ON INDIVIDUAL TRUSS DESIGNS MUST BE REVIEWED AND APPROVED BY THE PROJECT ARCHITECT, ENGINEER AND/OR CONTRACTOR BEFORE FABRICATION. BY ACCEPTING, REVIEWING OR AUTHORIZING FOR FABRICATION THE TRUSSES DESCRIBED IN THIS DRAWING, THE BUYER OR BUYER'S REPRESENTATIVE ACCEPTS ALL CONDITIONS DESCRIBED HEREIN. TRUSS PLACEMENT PLAN AND INDIVIDUAL TRUSS DESIGNS ACCEPTEDARDAPPROVED. BY: DATE: CUSTOMER JA-RO CONSTRUCTION MODEL SAGE J DATE 09'2e'06 LOT BLOCK JOR ADDR. TSO ARCHITECT ALAN FARRAR LBK B C G OF ORLANDO , INC. 901 East 26th Place, Sanford, FL. 32773 S Ifmd Of (NOT) 33G5903 FAX N—W (N07) 330-59dt DF