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HomeMy WebLinkAbout163 Bristol Forest Trl 03-1768 New SFHn PERMIT ADDRESS CONTRACTOR ADDRESS Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 PHONE NUMBER CGC 049689 PROPERTY OWNER S g. . C-s- 1 4 ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE C SUBDIVISION 11 PERMIT # DATE PERMIT DESCRIPTION I2 PERMIT VALUATION nn SQUARE FOOTAGE CITY OF SANFORD PERMIT APPLICATION Permit # : V "' ^ 1 11 Date: z Gz G Job Address: /1/ ,3 6r-,f tf'/11y /Ae eJ f 7r4 / RF:C IVED Description of Work: !6 j, 4r 1/ r / l rr dAA r/ ' drI Historic District: Zoning: Value of Work: Permit Type: Building k"- Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole _ Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential k"" Commercial Industrial Total Square Footage: Construction Type: # of Stories' # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: Owners Name & Address: / Contractor Name & Address: IL— 0000 — 06 / O Attach Proof of Ownership & Legal Description) State License Number: Phone & Fax:1!6l1%" f?y f -6 C/' Contact Person: Ale, Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address,Cco ( Phone: yG7 - j 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 ofall 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. of 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 tha 11 notify the owner of the property of the requirement f Florida ien Law. FS 713. Z . Sigrr t at wner/Agent Date Signatureo Coonntractor/Agent / Date C-' d S,g,latur Ow er/A t` ame Pri Conti for/A e t' meg ..{ r(P(c g of Notary -State State of Date r nature of ota t tegf;Faofic f kiA' t DateryDate CRAVEN g :,.`' THIS Notary Public, State of Florida t= U,, co)ssicN o'S°za. M Comm. exp. Mar. 23 2008 * mrembPrjz,2notIRK' tt Service Owner/Agent is Person to t ontractor 't .tlis ?^P idallyotKno r t Me or 43 B N1224 Produced ID ( t ( 2 ' 1 ,-% APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: initial & D te) (initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 6 009 Af "15Ef . Prepared by Denise Swift, an employee of Metropolitan Title & Guaranty Company dba Commerce Title Company 2301 Lucien Way, Suite 420 Maitland, FL 32751 407)661-2130 Return to: Grantee File No.: 423225 WARRANTY DEED This indenture made on February 7, 2006 A.D., by Matthew Nixon and Elisabeth R. Nixon, husband and wife whose address is: 122 Wilson Bay Court, Sanford, FL 32771 hereinafter called the "grantor", to Centex Homes, a Nevada General Partnership MRY "E, LURK LF CIRWIT CI T SEMINOLE CUNTY Alt 06122 Pqs 1851 — ii = r Qpgs) CLElKII S 0 2- 4D&02as 1'9 DEED Dt !i; I-AX 1JS4&5o RE'C 11WINS FEES I&SO RECCRDU BY t holden CERTIFIED COPY MAR NE MORSE CLER cl cut CO' T SE IN y ID, 915 2006 whose address is: 385 Douglas Avenue #2000, Altamonte Springs, FL 32714 hereinafter called the "grantee": Which terms "Grantor" and "Grantee" shall include singular or plural, corporation or individual, and either sex, and shall include heirs, legal representatives, successors and assigns of the same) Witnesseth, that the grantor, for and in consideration of the sum of Ten Dollars, ($10.00) and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises, releases, conveys and confirms unto the grantee, all that certain land situate in Seminole County, Florida, to -wit: Lot 61, PRESERVE AT LAKE MONROE, according to the Plat thereof, as recorded in Plat Book 62, pages 12 through 16, of the Public Records of Seminole County, Florida. Parcel Identification Number: 22-19-30-502-0000-0610 Subject to all reservations, covenants, conditions, restrictions and easements of"record and to all applicable zoning ordinances and/or restrictions imposed by governmental authorities, if any. Together with all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. To Have and to Hold, the same in fee simple forever. 3 Page 1 of 2 Rev. 06/03 423225 And the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances except covenants, restrictions and easements of record, and taxes accruing subsequent to December 31, 2004. In Witness Whereof, the grantor has hereunto set their hand(s) and seal(s) the day and year first above written. ; Matthew Nixon Signed, sealed and delivered in our presence: Witne Sjgnatur r Print Name: ;k n r- - State of Florida County of Seminole Elisabeth R. Nixon Witness Signature Print Name: L4 "L Y 6Z Q The Foregoing Instrument Was Acknowledged before me on ( day of rez eK , - 006 by Matthew Nixon and Elisabeth R. Nixon, husband and wife who is/are personally known to me as identification. NOTARY O UBLIC 0 4. (e S e c- Notary Print Name My Commission Expi •• . SEL EWkES:iSembEd i.200 Daan .;.••• I- PQI-YNOTAR DisCo. count oc. r 4... 0.. 0• , 3 Page 2 of 2 Rev. 06/ 03 423225 Permit Number: NwVIINNE N118 i ,El,lt €l CIK111 i` OunParcelIdentificationNumber: 22-19-30-502-0000-0610 This Instrument Prepared by and After Recording Return to: IK i t`A0 Pq 0381 i Ql q) Name: Centex Homes 2301 Lucien Way, Suite 400 R RI:)Ell OLE'021? 1:()iab 0S:1c:C)2 pN Maitland, FL 32751 Rt GN4b1N1 E1=1.S 10.0 NOTICE OF COMMENCE - by t CERTIFIED COPY MARYANI4E' Il'Y0RSE STATE OF FLORIDA CLERK OF CIRCi, IT COURT COUNTY OF SEMINOLE SEMIN '. ' FLORIDA The undersigned hereby gives notice that improvement(s) will be made to0cert inDF" i1-Y C!_F_RKC .' property, and in accordance with Chapter 713, Florida Statutes, the following information is p vid.• 2 in this Notice of Commencement. t 4, 1. Description of property (legal description of the property, and street address if available): 163 Bristol Forest Trail, Sanford FL 32771 Preserve at Lake Monroe 2. General description of improvement(s): Underpin foundation 3. Owner information: Centex Homes 2301 Lucien Way, Suite 400 Maitland, FL 32751 Interest in Property: FEE SIMPLE Fee Simple Title Holder (if other than the Owner shown above) N/A 4. Contractor: Name: Henderson Wilder (CBC 005988) Telephone Number: 407-948-6955 Fax Number: 407-948-6955 Address: 1143 Meadow Lane Orlando FL 32807 Surety (if any) Name and Address: Telephone Number: Amount of bond $ 6. Lender: (if any) N/A Fax Number: (optional, if service fax is acceptable) 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. CENTEX HOMES — ATTENTION CONTROLLER Telephone Number: 407-661-2150 Fax Number: 407-661-4089 2301 Lucien Way, Suite 400 Maitland, FL 32751 8. In addition to himself, Owner designates,the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. NONE 9. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): CENTEX HOMES, a Nevada general partnership By: CENTEX REAL ESTATE CORPORATION, a Nevada corporation, its managing general partner_-----__ By: Printed Name: ! Henry Title: and Development Manager Sworn to and subscribed before me this 20t" day of February 2006 by Derek Henri, the Land Development -Manager _ of Centex Real Estate Corporation, a Nevada corporation, the managing general partner of Centex Homes, a Nevada general partnership, on behalf of the corporation and the partnership, who is personallyknowntome. ROBYN A. BRONSON Signa re of Notary Public mnp" Bonded throughu+`. 000-4324254) Florida Notary Assn., Inc. quuum... ................. SETTLEMENT DISiRE55 ASSESSMENT ANd PROPOSEd RETROFIT FOR 163 Bsisrol ForsEsr TRail THE PRESERVE AT LANE MONROE ECERVE , e Secbon 39, Township 19 South, Range 30 East, Samford, Seminole Canty, Florida ze iazed daz . CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, E 32714 0000010.' PH.D.9KDEVOSEEREERAM, CO NSULTING GEOTECHNICAL ENGINEER0r wrl M= FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive Orlando, Florida 32808 - phone: 407-290-2371 - fax: 407-298-9011 Pole. — January 23, 2006 AwosPro/ect No. 04-193.03C To: CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, FI 32714 phone: 1-2 -2150fax: 407-389-0653 attention: DEREk HENRY LANd DEVELOPMENT MANAGER SehY mwt Distress *emwtand Proposed Retrofit for # 163 Brislo/forest Tim/for... THE PRESERVE AT LAKE MONROE Section 39, Township 19 South, Range 30 East, Sanford, Seminole County, Florida Dear Mr. Henry: We have performed an assessment of the relative settlement measurements and visual surficial distress of the residential structures located at # 163 Bristol Forest Trail @ The Preserve at Lake Monroe and are of the opinion that the settlement resulted from differential compaction of the sand fill below the building resulting from train -induced ground vibration from the adjacent railroad track. DEVo SEEREERAM, PH.D., P.E. CoNsuLTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 1 The transmission of the vibration in the soil is facilitated by the shallow layer of clay which acts as a solid (unlike sand which attenuates the vibration). The clay layer is acting like a shaking table causing differential vibratory compaction of the overlying granular fill. We investigated various options for reducing the vibrating energy reaching the structure and have recommended the construction of a seismic barrier. The barrier is in the form of a mass concrete wall and is to be located just inside the rear property line as shown in Figure 2.1. We have also investigated options for structural stress reduction with major elements of the buildings and recommend the use of adjustable pin -piles for this application as detailed in Figure 2.3. Having reviewed the survey data for the floor slabs taken in September 2004, and comparing the results with those taken in July 2005 where applicable, we are of the opinion that most of the long term settlement has occurred. Once the stresses in the floor slab and beams are relieved with the proposed pin -pile and jacking system and properly monitored for a period of three (3) to four (4) weeks before the surficial repairs are performed, there should be no adverse impacts on the appearance or performance of these houses. The vibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. Please feel free to call us if there are any questions or if any clarification is needed. Sincerely, Wo m Devo Seereeram, Ph.D., P.E. Robin Persad B.Sc. Florida Registration No. 48303lGeotechnicalEngineer/Project manager Date: January 23, 2006 DEVo SEEREERAM, PHA, P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 2 TABLE OF CONTENTS Page No 1.0 BACKGROUND INFORMATION ..................................... 6 2.0 SITE LOCATION AND DESCRIPTION ................................. 6 2.1 Site Location .............................................. 6 2.2 Existing Conditions ......................................... 6 3.0 PREVIOUS REPORTS AND PRESENTATIONS ........................... 8 4.0 NRCS SOILS MAP ............................................... 8 5.0 EVALUATION AND RECOMMENDATIONS ............................. II 5.1 General ................................................. II 5.2 Mechanism for Transmission of Vibrations ....................... 12 5.3 Seismic Barriers ........................................... 13 5.4 Recommended Method of Mitigating Structural Distress ............ 14 5.5 Recommended Method of Mitigating Vibrations ................... 15 5.6 Recommended Construction Methodology ....................... 15 6.0 CONCLUSIONS ............................................... 17 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 3 TABLE OF CONTENTS (CONTINUED) Page No list of Mks Exhibit 2. Transmission of vibrations from a freight train ................................ 12 Exhibit 3. Effect of a seismic barrier on wave energy ................................... 14 List of Tab/es Table 1. Key NRCS Data for Basinger, Samsula & Hontoon soils, depressional (# 10) ........... 10 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 4 TABLE OF CONTENTS (CONTINUED) 4st of Attached figures General figures Figure 1 .1 Site Vicinity Map Figure 1.2. Site Aerial Image Figure 1.3 NRCS Soils Map Seismic Barrier/PinPile Figures Figure 2.1 Recommended Seismic Barrier Locations Figure 2.2 Recommended Seismic Barrier Cross Section Figure 2.3 Pin Pile Detail Figure 2.4 Settlement Data and Recommended Pin Pile Locations for House @ # 163 Bristol Forest Trail DEvo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 5 1.0 BACKGROUND INFORMATION The residential structure at # 163 Bristol Forest Trail, Sanford, part of the subdivision, The Preserve at Lake Monroe, had displayed cracking in several walls and in the floor slab. Construction of the building was going on in June 2003 and closing took place in September 2003. It is also understood that site preparation works started in the last quarter of 2002. The owner complained that upon occupation of the building significant vibrations were felt when the train passes along the railroad track just southwest of the property. The Owner also indicated that with 30 days of occupation, hairline cracks began to develop. The number and severity of the cracks increased with time. By September 2004 when this investigation commenced there were minor to moderate crack and some portions of the house, some accompanied by settlement. 2.0 SITE LOCATION AND DESCRIPTION 2.1 SITE LOCATION The site is located along the southern side of Lake Monroe between US Highway 17/92 and the Eastern Seaboard Railroad about 0.25 miles north of SR 46 in Seminole County, Florida. Figure 1.1 (attached) show the approximate limits of the study area on the USGS 7.5 minute series quadrangle map for Sanford, Florida, (photo revised 1988). As noted in Figure I . I , the site is located within Section 39 of Township 19 South, Range 30 East, Seminole County, Florida. 2.2 EXISTING CONDITIONS Figure 1.2 (attached) shows the site and its surroundings on an aerial image photo date: Dec. 2003). The southern portion of the site is occupied by the residential subdivision, The Preserve at Lake Monroe, which was partially constructed at the time of the investigation. The site is bounded on the north by US Highway 17/92 and then Lake Monroe. The northern portions of the site consist primarily of wooded wetlands. The Eastern Seaboard Railroad runs just outside the southwestern boundary of the site. The closest buildings in the subdivision to the railroad are located along the southwestern side of Bristol Forest Trail, about 200 ft away from the closest railroad tracks (see Exhibit I ). There is a stormwater management pond behind the houses on the opposite side of the road. There are some residential buildings further east of the development. Old Lake Monroe Road runs DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at lake Monroe - Page 6 along the southwestern side of the railroad track and there are some agricultural areas beyond see Figure 1.2). The quadrangle map (Figure I . I ) shows predevelopment ground surface contours for the site. In the area of Bristol forest Trail the contour show ground surface elevations between +5.0 and + 15.0 ft NGVD, generally sloping towards Lake Monroe in the northwest. The wetlands in the northern portion of the site are generally below +5 ft NGVD. Exhibit 1. Shows Relative Locations of Impacted House and Railroad Tracks DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 7 3.0 PREVIOUS REPORTS AND PRESENTATIONS Devo Engineering also performed afield inspection and, utilizing data obtained by YES, issued a memo on the preliminary findings of the investigation. The memo dated November 2, 2004 is referenced below: The preliminary findings were that the settlement observed on this residential structure was as a result of the differential compaction of the sand fill below the building more than likely resulting from train -induced ground vibration. The transmission of the vibration in the soil is facilitated by the shallow layer of clay which acts as a solid (unlike sand which attenuates the vibration). The clay layer acts like a shaking table causing differential vibratory compaction of the sand fill. The possibility of retrofit works below the houses (ranging from pin piles to grouting) was suggested. Another suggestion involved construction of a seismic barrier between the railroad track and the lots to reduce and/or deflect the vibration waves cut-off may also be required. The preliminary recommendation also suggested that the remedial measure may have to be extended to protect the other houses that were close to the railroad. PRESENTATION BY DEW ENGINEERING [February 8, 20051 Devo Engineering did a technical presentation to the Engineering Staff at Centex Homes on February 8, 2005. In the presentation the preliminary findings were reinforced and a recommendation was made for construction of some form of seismic barrier. The type of seismic barrier and details were to be investigated and design recommendations made. 4.0 NRCS SOILS MAP The Natural Resources Conservation Service (NRCS), an agency of the US Department of Agriculture, has mapped and published descriptions of the shallow soils (i.e., within 80 inches of land surface) in Seminole County, Florida. In undeveloped areas (without the addition of impervious areas, the establishment of drainage systems, and/or site grading), the NRCS soil mapping is usually fairly reliable and it is good engineering practice to compare the published NRCS characterization data to the site -specific geotechnical data. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 8 Figure 1.3 (attached) shows the approximate limits of the overall site area on a scanned image of the NRCS soils map. As noted in this figure, there are the following three (3) NRCS soil map units within the property: Bassinger, Samsula and Hontoon soils, depressional (# 10). Felda and Manatee muck fine sands, depressional (# 15). Myakka and Eau Gallie fine sands (#20). Note however, that Unit # 10, Bassinger Samsula and Hontoon soils, depressional is the dominant soil map unit on the site and it includes the entire area along Bristol Forest Trail and it's surrounds. This nearly level, very poorly drained soil has a seasonal high water table that is above the ground surface. DEVo SEEREERAM, PH.D., P.E. coNsuLTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 9 Key NRCS characterization data for this soil map unit is presented in Table I . Table 1. Key NRCS Data for Basinger, Sam sula & Hontoon soils, depress Ion aI (# 10) The soils in this map unit are nearly level and very poorly drained. These soils are in swamps and depressions. In most years, the undrained areas of the soils in this map units are ponded for 6 to 9 months or more. Hydrologic Soil Group D Typical Soil Profile Basinger Depth Soil Color & Texture Permeability 0 - 6 in very dark gray mucky fine sand 12 to 40 ft/day 6 - 18 in light gray fine sand 18 - 35 in dark grayish brown and light brownish gray fine sand 35 - 80 in light gray fine sand 1 Samsula Hydrologic Soil Group B/D 0 - 30 in 30 - 45 in 45 - 80 in muck dark gray fine sand gray fine sand 12 to 40 ft/day Hontoon Hydrologic Soil Group B/D 0 - 18 in 18 - 48 in dark reddish brown muck very dark brown muck 12 to 40 ft/day 48 - 80 in black muck DEvo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 10 5.0 EVALUATION AND RECOMMENDATIONS 5.1 GENERAL Given the type and pattern of distress exhibited by the building and the close proximity of the railroad it was initially felt that either one or more of the following could have been the cause: Improperly compacted fill (see subsequent photos). Consolidation of the underlying clay. Buried organic soils. Vibration from adjacent freight train. Some loss of soil under the slab due to erosion/ground water seepage. 1%S Sinkhole activity. Based on the results from the subsurface investigation and review of other available geotechnical data several potential causes were eliminated as follows: There was no buried muck. Buried organic layers undergo time dependent settlement. This area is not within an active sinkhole zone. W The fill material appears to be of suitable texture and is compacted, except that a I -ft thick loose zone is observed at the base of the fill. There is no evidence of piping and seepage related soil loss below the slab because the eroded soils would have been observed at some downgradient location. Although the borings show the presence of a sandy clay layer, the settlement does not appear to be related to consolidation of clays. The changes in the site grades were not significant. On average, I ft of fill was placed above the existing grade. DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 11 Plastic clays are too deep (> 5 ft) and generally outside the high stress zones. These clays are generally very overconsolidated, and the magnitude of settlement is expected to be small. Overconsolidated clays are clays which have experienced higher stresses in the past. The relative surveys performed by YES are generally consistent with the visual crack alignment observed and the additional settlement recorded after a period of 10 months or so was nominal and generally ranged from 1/8 to 3/8 of an inch as shown in Figure 2.4 . It should be noted that ongoing settlement monitoring was not implemented and as such, the incremental settlement measured could have very well occurred within the ensuing three (3) months, i.e., sometime towards the end of 2004. 5.2 MECHANISM FOR TRANSMISSION OF VIBRATIONS The clay layer acts as a "shaking table" which further compacts the loose sandy soils above the clay. It is felt that vibrations from passing freight trains are being transmitted through a layer of "fat" clay near the ground surface. This clay layer occurs at shallow depth beneath the railroad track, and extends beneath the building footprint where distress has occurred. This clay layer is incompressible during short term loading, and acts as a conduit for the transmission of vibrations from the freight train (see Exhibit 2). As a result, vibrations are felt at a greater distance than would normally be expected. DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 12 o 0 0 Nook kF House Train 0 200 ft Sand Layer lClay Layer Sand Layer This clay layer is incompressible during short term loading, and acts as a conduit for the transmission of vibrations from the freight train. As a result, vibrations are felt at a greater distance than would normally be expected. Exhibit 2. Transmission of vibrations from a freight train. These vibrations combined with perhaps some degree of inadequate site preparation before construction of the structure resulted in a combination of adverse factors. Vibrations from passing trains, transmitted through the incompressible clays, resulted in further compaction of loose sandy materials after construction. 5.3 SEISMIC BARRIERS Various forms of seismic barrier have been investigated to reflect or absorb some of the energy or a combination of both as depicted in Exhibit 3. The barrier should extend downwards past the clay layer. A depth of 8 ft would be adequate in this particular application. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 13 I House Sand Layer 200 ft Exhibit 3. Effect of a seismic barrier on wave energy. 1 f Do Train Sand Layer 5.4 RECOMMENDED METHOD OF MITIGATING STRUCTURAL DISTRESS 1 ) Clay Layer The settlement related distress exhibited by the structure can be addressed by raising foundations to original elevations using Pin piles and jacking as detailed in Figure 2.3. The relative settlement data and recommended locations for the pin -piles for# 167 Bristol Forest Trail are shown in Figure 2.4. The pin piles and jacking system can be properly monitored and controlled and have the least potential for adverse impacts on utilities. Structural repairs can be performed on the building thereafter and properly monitored, with weekly visual inspections and elevation checks and then the surficial repairs can be effected upon approval by the project geotechnical engineer. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 14 The source of the vibration will nevertheless continue and the structure may be subjected to further distress, although at a much reduced rate as the loose soils continue to densify with the vibrations. The discomfort experienced by the occupants of the house will also continue. It is prudent therefore that measures are taken to significantly reduce seismic energy originating from the trains from reaching the structure. The recommended type of seismic barrier is detailed in the following section of this report. 5.5 RECOMMENDED METHOD OF MITIGATING VIBRATIONS Construction of a seismic barrier to reflect and/or attenuate wave energy can be done by several methods. However having reviewed the available options, we recommend the use of a mass concrete barrier as shown in Figures 2.1 and 2.2. The barrier should be constructed as far as possible to the rear of the lot as shown in Figure 2.1. A typical transverse section of the barrier with principal dimensions is shown in Figure 2.2. Note that the ground water table is expected to be close to the ground surface (1.5 to 3.5 ft) and therefore dewatering is likely to be necessary. A large, dense solid such as a 2 ft thick mass concrete wall, would be effective in reflecting the seismic waves. Space requirements during construction for excavation, shoring, etc. will be significant but nonetheless available. A nominal thickness of soils, sufficient to maintain landscaping, can be retained at the top. Given the relatively shallow ground water table, construction dewatering would be required, however this can be done during the actual concrete pour using a tremmie starting from one end and progressively displacing the water. 5.6 RECOMMENDED CONSTRUCTION METHODOLOGY The specific method used for the construction of the mass concrete wall is the responsibility of the Contractor, however our recommendations are as follows: O Prefabricate trench boxes 2 ft wide by 8 ft high by 20 ft long. Excavate the top of the trench as deep as practical using a small trackhoe with a nominal 24 inch bucket. Place the trench box and continue to excavate to the required depth (9 ft) while similarly advancing the box into the trench. DEVo SEEREERAM, PH.D., P.E. C.oNsuunNG GEOTECHNICAL ENGINEER The Preserve of Lake Monroe - Page 15 O Repeat steps © and © for another section of trench. Place and compact concrete from the point of commencement progressing in the direction of the excavation using a tremmie while displacing the accumulated ground water to a convenient sump and lift point. Concrete to be cast up to I ft below ground surface. O Install a temporary stop end, complete the concrete pour for the first section of wall and withdraw the first trench box, almost like vertical slipforming. Continue the above sequence to completion of the wall. Backfill the top I ft over concrete with soil and reinstate landscaping. DEvo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 16 6.0 CONCLUSIONS Having reviewed the survey data for the floor slabs taken in September 2004, and comparing the results with those taken in July 2005 where applicable, we are of the opinion that most of the long term settlement has occurred. Once the stresses in the floor slab and beams are relieved with the proposed pin -pile and jacking system and properly monitored for a period of three (3) to four (4) weeks before the surficial repairs are performed, there should be no adverse impacts on the appearance or performance of these houses. The vibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Poge 17 FIGURES LAKE MONROE Orr U IF s, S q 0 O 20 II Z • Stole in Fee! / IF \ . LEGEND AUGER BORING LOCATION i A8-3 REXISTINGSOING missal" &No 4 Ae-a PROPERTY BOUNOARY AS-3 AS-7 A9 011011100pod Fiyum Name Q BORING LOCATIONDI,/' y e PLAN cMTINGGEOTE) rxelal s Il aJ THE PRESERVE AT LAKE MONROEA+Itii'i 3'A31Y1 iaa .i0>l yyptt WMe:le i: ... Che k d Or wn ey: Dale Sraie Frgxl K nppi—dSl DS AZ 06-14-05 NTS O4-193.03 1 FIGURE 1.3 Bristol Forest Trail - (50 ft road reserve) 50ft 50ft50 a.............................. ..........,......................................,........................................ Existing single story Building Existing single story Building Existing two story Building 169 Bristol Forest Trail #167 Bristol Forest Trail #165 Bristol Forest Trail N! 10ft......................................................... ..................: Rear of Lot 2ftWx100ftLx8ftH from 1ft to 9ft depth) Fq.. . PROPOSED BARRIER LOCATION oftriaMOMWAt / y.'[ THE PRESERVE AT m° °^°^° ° LAKE MONROE App- d ByDS I"' AZ ' 00-12-05 '_ NTS rm-. 04193.03 1 FIGURE2.1 Rear ro ertline rie 2ft / Existin round level Existin soil la ers 3. Oft 8ft Continuous mass concrete wall 6. Oft 1 2ft Wide X 8ft Deep 9. Oft IV \ Existing soil lavers 12. Oft l / Fg Name l# 01'J TRANSVERSE SECTION OF ARRIER (TYPICAL) LLK)I Pm,W Name TO GEOTEO x= 6) ! THE PRESERVE AT E....:.. LAKE MONROE i3V0.1]> iax 1]1 9]%'il W s:te n y •rwr d.oe a •^ nPPro dBy DS a..er. AZ ° 08-12-05 " NTS " '*04-193.03 1 FIGURE2.2 TAr Tr PIN -PILE DETAIL Notes: j 1- Install the 4" diameter schedule 80 steel casing to the required depth. 2 - Pump 4000 psi auger cast pile concrete mix into the casing to create a bulb of volume 6-8ft3 and allow to set. 3 - Install the prefabricated support arm over the pile casing and rotate into position Beneath the building footing. 4 - Jack the support arm over the pile to level the building and fix into position. 5 - Grout the resulting cavity around the base of the footing and reinstate the area. PIN -PILE DETAIL QGEOTEW4 J^% pig THE PRESERVE AT E y- LAKE MONROE iaoza•W)11v.Y01 W.nvta ..... - eY DS a.w,er_ AZ OB-12-05 NTS "— x 04-193.03 1 FIGURE 2.3 I O Proposed Pin -Piles (6 NOS) L Relative settlement contour in July 2005 (inches) 0.500 Relative settlement measured in July 2005 (Inches) Fig.. N .' IYY( Settlement Data &Recommended Pin -Pile Locations for # 163 Bristol Forest Trail manic GEOTEC a A DGNEEas (r ' THE PRESERVE AT y;gp.E,.,w,PM.^o.igrrix ilEoe E Ma xon.riaw mwnl..LAKE MONROE n a, DS Bey AZ b 08-12.05 S-" NTS P a 04-193.03 I FIGURE 2.4 s m, CITY OFaSANFORD PERMIT APPLICATION p i Permit #: ? %'Vi Date: ,/o — — % Job Address: 42 ' /'.f7 C %sr-m-4 7 f. 6s C Aro-V/'Q Description of Work: Historic District: Zoning: Value of Work: $ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm POQI . L Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy GalF Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Wate Closets .Z Plumbing Repair— Residential or Commercial ` Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: C-A --2 1— 0e g' J Cont ctor Name &'Addd{ress: ` /%!r 6:y, Q -,(,IJ—r— p 4o v4, T 1t i • 3 2 I Z State License Number: l f' l ' D T ;76 p p Phone & Fax: Contact Person: Phone: 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 PAYI,\`G 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 %till notify the owner of the property of the requirements of Florida Lien Law, FS/711133. q Signature of Owner/Agent Date Signature of Conaactor/Agent Date Print Owner/Agent's Name Prin ame a a o Wc.. G Signature of Notary -State of Florida Date t o ary-State of Florida Date ri a b' otv hods Owner/Agent is Personalh Kno%n to Me or Co,,ntmctor/A2r-: is Personal' Known to Me or o N Produced ID Pcproduce APPLI( A-1 ION APPROVED BY: Bldg: Zoning: U :..ivies: FD: — — t Initial & Date) (Initial & Date) (Initial d Date) (Ir> tial & Datc Special Conditions: C0JMTY OF SEMINOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF GANFORD STATEMENT NUMBER 103-75474 ' DATE BUILDING.PERMIT NUMBER: NUMBBn: .... ... ... .... UNIT ADDRESS: I 'BRIST'QL'FORFS1.41RA11----__-_----_- _--_-----_--_-'-----` TRAFFIC ZONE: JORISDICTION: O6 CITy_O SECx 21__ TWP: 19___ RNG: M_ PARCEL: SUBDIVISION: fgRE%QER8/G-82'IAKE..M&BY._- TRACT: .................... ' PLAT BOOK: 2._ PLAT BOOK AGE: I2 l BLQCK: ____ LOT __L ADDRESS: G_^TF~-O _-__--_- APPLICANT NAME: _ _ _ - J 7\'I----'----------------------------- ------- ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family Hcusex Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 8 dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 | LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: SIGNATURE PLEASE PRINT NAME) ' NOTE TO RECEIV SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ' ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TOAPPEAL 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 DEVELOPMEMT 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 TOx CITY OF SAMFORD BUILDING DEPARTMENT 30O NORTH PARK AVENUE SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SH[ULD 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*** FAMILY BUILDING PERMIT******************** CITY OF SANFORD -PERMIT APPLICATION PermitNo.: Date: 3- 5 a O Job Address• 67 Permit Type: XX Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Description of Work: CONSTRUCT CONCRETE BLOCK SINGLE FAMILY DWELLING Additional Information for Electrical & Plumbing Permits Electrical: _ Addition/Alteration _Change of Service -Temporary Pole New AMP Service (# of AMPS ) Plumbing/ Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/ Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: XXResidential _Commercial _ Industrial Total Sq Ftg: M/_ Value of Work: $ 0 l0 0 l0 41) Type of Construction: CONC . BL K. /06 Flood Zone: Number of Stories: Number of Dwelling Units: 1 Parcel No.: ' 22-119-30-502-0000- 06 / 0 (Attach Proof of Ownership & Legal Description) Owner/ Address/Phone: CENTEX HOMES 385 DOUGLAS AVE. , STE. #2000, ALTAMONTE SPRINGS, FL 32.714. 407- 661-2176 Contractor/ Address/Phone:. SAME AS ABOVE (PATRICK J. KNIGHT, PRESIDENT) State License Number: CG C049689 Contact Person: MIKE ENWRIGHT Phone &Fax Number: 407-661-2184 *** 407-661=4089 . Title Holder (If other than Owner): N/A Address: Bonding Company: N /A Address: Mortgage Lender: N/A Address: Architect/ Engineer HURRICANE ENGINEERING Phone No.: 407-774-9003 Address: P.O. BOX 161613, ALTAMONTE SPRINGS, FL 32716 Fax No.: 407-774-8477 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 compl.iancewith 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. INQTIC : 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 requirern of Florida Lien Law, FS 713. kkPR 0 9 2003 APR ® 9 2003 Signature of Owner/Agent Date Signature of ontractor/Agent Date PAT KNIGHT tin; QAA r/Agent's N KIMBER[ Y AFROWN DDOP8590 EXPIRES: ' darer 2: e004 Sanded Thru Notap Pubi Und- vnlers PAT KNIGHT Print ontrdctor/Agent's 9 2003 Date Owner/ Agent is XX Personally Known to Me or Produced ID APPLICATION APPROVED BY: z6 9 2003 Signature otjj4gar- tate o to ida Date E_ KP ES n ;I. 9' 004 ". Pondod Thr,r N!)U,ly Pubic Ur uerv.riers ri. Contractor/ Agent is XX Personally Known to Me or Produced ID Date:' Special Conditions: Seminole County Property Appraiser Get Information by Parcel Number Page I of 1 PARCEL DETAIL 7 Q G= r t Ncrninule Counh, AY,frrrv PPeviser _ -. i c arwieer line t<.Fir Ft Sanford El.?'- + s0-hs asuc, i ., GENERAL 2003 WORKING VALUE SUMMARY S3-SANFORD Value Method: Market Parcel Id: 0000-010610 Tax District: WATERFRONT Number of Buildings: 0000- CENTE REDVDST Depreciated Bldg Value: $0 Owner: HOMES Exemptions: Depreciated EXFT Value: $0HOMES Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $13,680 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: Just/Market Value: $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Assessed Value (SOH): $13,680 Dor: 00-VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $13,680 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount: Find Comparable Sales within this Subdivision 2002 Taxable Value: LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 61 PRESERVE AT LAKE MONROE PB 62LOT001.000 13,680.00 $13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem taxpurposes, if you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web-seminole_county_title?PARCEL=2219305020000061 OL.. 4/7/03 City of Sanford Building Division Submittal Requirements for Residential Building Permit 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. "The State of Florida requires bathroom compliance with Florida Accessibility Code. c. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat. d- Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. e. Framing plan for floor joists where conventionally framed- Plan is to indicate span, size and species of materials to be used. f. Engineered truss plan with details of bracing, engineered beams for spacing openings to carry and support trusses- 9- Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of liandrails and guardrails. h- Square footage table showing footages: 1. Garages/Carports o2 sq. ft. 2. Porches/Entries sq. ft. 3. Patio(s) sq. ft. 4. Conditioned Structure —sq. ft. 5. Total Gross Area sq. ft. 3. Three (3) sets of completed Florida Energy Code Forms. 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made- b. Septic tank permit issued by Seminole County Health Dept. c- Arbor permit when trees to be removed from property- Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. C. Property ownership verification- f. Driveway permit issued by City Engineering Department- 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor and property owner. If electrical, mechanical, or plumbing permits have not been issued. inspections will not be scheduled or made and subcontractors will be subject to penalty under city ordinances. APR 0 9 2003 (.jDateOwner/Agent Signatur 7 CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, Fl- 32714 Office: (407) 661-2150 Fax: (407) 661-4089 www.centex-oriando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for Jade Caines or Nan Holmes to sign permit applications and energy calculations.for any lots owned by Cented Homes, obtain permits for same and receive Certificates of Occupancy, -in my name and license, for the subdivision and lot specified below: SUBDIVISION: PRESERVE AT LAKE MONROE PATRICK J. KNIGHT CGC049689 STATE OF FLORIDA LOT COUNTY OF SEMINOLE The foregoinnkn s.rynyt was acknowledged before me this UUUU by Patrick J. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. KIMBERLY A. BROWN NIOTARY PUBLI ? (K ... MY COMMISSIONN it DD `98590 EXPIRES: Mlarch r':.Fa= f, '` 29, 2004 8:;(iaG 7hru P7CG.ty PuhGc Undenvr;;ers ryixa r ivwap'eizm CENTEX HOMES ROGER DIXON, INTERIM CITY MANAGER CITY OF SANFORD 300 NORTH PARK AVENUE SANFORD, FL 32771 Re: ESTOPPEL LETTER Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-21 50 Fax: (407) 661-4089 www.centexhomes.com via HAND DELIVERY This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit No. for the following work: LOT &/ PRESERM AT LAKE MARY SINGLE FAMILY RESIDENTIAL (SFR) GEN I EX HOMES hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognize that this approval does not exempt us from complying with any applicable building codes, land development regulations, Comprehensive Plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the PROPOSED SFR until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of the SFR for occupancy until all of the above -referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damages, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above -referenced project or rya* Ho P O fC 0L1 p CENTEX HOMES ROGER DIXON, INTERIM CITY MANAGER Paqe 2 the issuance of Permit No. The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors. in interest, contractors, sub -contractors and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WIT SS S. Sloa@ture Li0% A. 'j "C", I? Printed / Typed Name Sig re r-- 4- Printed /Yped Name STATE OF FLORIDA ) COUNTY OF SEMINOLE ) Owner) ACU_Lt'_ Signature PATRICK J. KNIGHT Printed / Typed Name Title DIVISION PRESIDENT The foregoing instrument was acknowledged before me thhPR Q 9 2003 day of by PATRICK J. KNIGHT as DIVISION PRESIDENT for CENTEX HOMES who is personally known to me or I] who. produced their Florida Driver's License as identification. KIMBSRLY A. BROWN MY COMMISSION , DD 09,3590 FXr'iRE'S: March 29, 2004 fttBond.xf Thru rwt7ry i u jlic Und r;ri!crs 4o4taryPub"Iricl Print Name: My Commission Expires: Permit # :_ U CITY. OF SANFORD PERMIT APPLICATION ,v p Date: Job Address: / 112,'S —7,ljfl j i Description of Work: —I &yyl Historic District: Zoning: Value of Work Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool _ mm Electrical: New Service — # of PS Addition/Alteration Change of Service Tempor* Pole Mechanical,' Residential Non -Residential Replacement New (Duct Layout & Energy Calf. Required) F.=.. Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of W er Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for o4tlacr &sm %) Parcel il: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Al %r Phone: Contractor Name & Address: License Nu Phone & Fax: 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-,mstallation 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 construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CON TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. " k NOTICE: In addition to the requirements of this permit, there may be additional restrictions hcable t this county, and there may be additional permits required from other governmental entitie uch as w Acceptance of permit is verification that 1 will notify the owner of the property of Signature of Owner/Agent Print Owner/Agent's Name Signature of Notary -State of Flonda Date nt Date Signature fConr. actor/Agent h`all''applicable. taws r(--ytdating RESULTIl\1 YOUR PAVING UR LENDER OR AN at be and in the public record; of cis, s e agencies, or fcdera'1 agencies. FS 7 3. // t0 03 Date f Florida // A Date v irt ERNEST J. DALRYMPLE Owner/Agent is _ Person " n: B f lY COMMISSION # DD 102136 Contractor/Ae:.. is6PIRES: March 21, 2006 t), Produced ID _ _,> nonali Known o Me or iN Thru Nalary Pubk Under Wws _Produce . AITLICA1ION APPROVED BY: Bldg: Socciaf Conditions: Zoning: Initial & Date) (Initial & Date) FD: Initial & Date) (hHtial cC Dar: n-06-203 12:52PM FROM y,i. i '' .,;.• • r f , may, Permit t; : U rt {v Job Address: Description of Work. Historic District: CCTV OF SANFORD PERMIT APPLICATION Date: Zoning: v Value of Work: cue Lo G003 ten-•, . Permit Type: Building Electrical X Mechanical Plumbing, Fire Sprinkler/Alarm Orly Po44 _ Electrical: New Service — # of AMPS Addition/Altctation Change of Service Temportiry Polc Mechanical: Residential Non -Residential Replacement New (Duct Layout & $nergy C4 Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial r Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: _ # of Stories: # of Dwelling Units: _..•_, _ Flood Gone: (FEMA form required for otocr •;,a; xi PArcti>. - (AIUC11 Proofo(Ownership & L.egnl Description) Oocrz game & Address: Centex Homes 385 Douglas Ave. Suite 2000 Altamonte Springs, FL 32714 Phone: 407-661-2150 _ Cootc3ctorName &Address: Approved Electric Co, of Florida 4874 S. Orange Ave. Orlando, FL 32806 r_ State Liceosc.Number; EC0002494 Phone & Fax: FaX 407-851-1226 Contact Pcfson:John Findlay Phone: 407-851-1220 ROndino Company'. ddreFa lortnga,,, c l_endor A(; 0:65 Arglutec' En^incer: _ _ Phone: Acdr 4i --- lrax: _..._. ppkoar, on .s hereby trade to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced pn;:.::: 'Ix ssuancc of a pemvt and that all work will be performed to meet standards of all laws regulating oanstruction in this jurisdiction. 1 undm nd chat a separc[c be secured for ELECTRJCAL WORK, PLUMBING. SIGNS, WE.t,t,S, POOLS, FURNACES. BOILERS, HEATERS, TANKS, and AIR . ; D1710NERS, nc. M' NER'S nFFIDAV rr: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applical,lr. iu, cl,"nrF orupt: cdon and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RHSUI, IN C. In , t :', !C:c 7YICE FOR I PROV15MENTS TO YOUR PROPERTY. IF YOU rNTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A'- TOREY BEFORE RL•.CORDING YOUR NOTICE OF COMMENCEMENT, vQTIC E: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that rrny be found in the public rccoros o:' i•..s cJunry, and Lhcre may be additional permits required from other governmental entities such as water managemcn ts, state ugencies, or rcdc,;,I rmc cs ccCparcc of permit is verification that I %III notify the owner of the property of the req Signature o( Owner/Agent Date Owncr/Agcnr' s Name S ;nature or Notary -Suit of Flonda- 0 tNw; cot is Pcrsonallt ,Kno„n to Mc or Nrr.Qucal IU ti AiTR ) VE1113Y: llldb __. Zoning. Initial & 17utr) of Contractor/ Agent Datc Charles Cannon ......... Pri Conn' aetor .gcnt's Name Signawrc ol' of Plond• nt trsU4 PATRICIA A. KADLAC C'ontructnr/ Ac::.: is PcrsunnC, KnnWn !o A",YCOMMISSION# DD013206 Prutlurc /jl -- 9 oFtV EXPIRES: March28.2(11)1 1-e00. 3-NOTARY FL Notary servloc & fiondlng, Inds Initial l) atrl (Iniiiot h (1atc1 (li>,ual h US:: ' This Instrument Prepared By: NAME: Debra A. Riggs -Centex Homes 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Permit No. NOTICE OF COMMENCEMENT SEMINOLE STATE OF FLORIDA COUNTY OF ORANGE MAR MM MORSE; CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04779 PG 0249 CLERK'S # 2003061303 RECORDED 04/14/2083 090505 A RECORDING FEES 6.90 RECORDED BY N.Nolden THE UNIjERSIGNED hereby gives notice that improvements 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. / 1. Description of Property: LOT 6 ,PRESERVE AT LAKE MONROE Recorded in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. 2. General Description of Improvement: SINGLE FAMILY DWELLING 3, Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property: FEE SIMPLE INTEREST Name of Fee Simple Titleholder: N/A 4. Contractor: CENTEX HOMES 385 Douglas Avenue, Suite 2000 Altamonte Springs, Florida 32714 Phone: (407) 661-2150 Fax: (407) 661-4089 5. Surety: N/A Amount of Bond: N/A 6. Lender: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., I Florida Statutes: CONTROLLER Phone: (407) 661-2150 Fax: (407) 661-4089 8 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: NONE 9, Expiration date of Notice of. Commencement (the expiration is date is 1 year from the date of recording unless a different date is sp , ified) Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, 385 DOUGLAS AVENUE SUITE 2000, ALTAMONTE SPRINGS, FLORIDA 32714 oTHE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS APR 0 9 7003 BY DBBRA A RIGGS., OFFICE MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WV4 2728 HOLDING CORPORATION, A NEVADA CORPORATION, DEBRA A. RIGGS IS PER90NALLY KNOWN TO ME AND DID NOT TAKE AN OATH. 3 AW. 4.4 2003 NOTARY PUBLIC JACKIE C'AINES CEht"i MED COP1 FComniiiissionPublic State of Florida W'R ANNE MORSE Expires, Jan 21, 2004 (-URRK OF CIRCUIT COURTmission ;k CG891727 <('MII" OLE COUNTY. FLORWA 2 DEPUTY CLERA Is, OPTIONAL A/O LOCATION GONG. PATIO m (2) 25511(+21/ -28) EGRESS - (2) 2551 2.6xr,8 E'•'ox6'8 S.B.D. 21/ -23) g•_y1 I 14•_6^ - 6•-m '-6 3/ BATH I -- 2•_8: 8't:LAT I •ma s5H P f n OPT. 5HOWER @ M. BEDROOM s B FLAr I l'-6 3/4" I T/a•=ro• ` e• FLAr _ _ _ _ _ _ 15REAT ROOM I RRS W rLAT V R 68 p c , o 36PLACE t1T OF'T. FLAT ART4 I N -I =R o I • n OIIT51cE TION AIR NB R 1 FAMILY OM n'-6 Irz" E• /u P r I 4W ry aFAT y =' iN II eR I v KITCHEN NN O BEDROOM28' - FLAT n Ln W N N - 2' S" 20 RANGE I W N _ --- — 1 W IN ut R i O LmvLn o i 2'bxE'0 '. CN v 5 SH G II' 0' S fTl O G 0 to N II'-2 I/2" [ 11 i N N e 1QPT. FIREPLAG N ' 1 pa•= r-o• B N O 1L S- 1 lit" M15G. OPTION5 a — m DINING i '— va°= r-o• _ BEDf ROOM 3 LIl I 1 r ; 5 A' FLAT p 7— e I l I- ICI 1 11 VENT. ELF i Z m PRYI 1iI y Ellin.— o1 ILT s I : Frll NXwALIMIN. Gc_ ss E NOT€ AIR HANDLER TO HAY MIN OFF 4' CLEARANCE ON v1.N. - e ALL 5' DE5 ND ENCLOSURE 12'-4 1/4" 33 ggggg ry' SPACE SHALL BE MIN. 121 g•_g '-i I/4" j Q 2 2 WIDER THAN A FL,4-NCE 'a ` c I• 0 $a= V $Ea 2068 6AA6F • Irc----- IRns N -- 00 R _sGLc N gE FOYER 25v68 0' FLAT v c 6p6B BI- iOLD 0 FLOOR PLAN ' A' a BEDRM #4 W " V FLAT - Q ALL 9 IOV I LE 2' X B t0 BE DOP.BLE ]' x O" lALE99 NOTED orN=_ mul:r- 12'-0 3/4" NOTE - - SENTRY ( 2) 255H NOT SEEFOUNDATIONPLAN FOR .. BLorxBOTT. - FILLED CELL LOCATION. _ aaF05 aa.° oic _ - (+21/ _28) 1 'E,' E)' X l _ P. lip,. (+19/ -23) revisions: i I I I1I11I I e•"o' A.Fr--. cw V1ALL d3.00 T f PARTIAL FLOOR PLAN 'B' Ir HV' T 1 NOTE: re , (+21/ - 23) 12'-0 3/4" 4' designed by nl 20'-m 3/4" f ALL FRAM7FlF__ 7_ TENTRY ( 2) 2SSH drawn by d— design5 O!SENOTED. ! BLOCK BOLT. ' J - — cuorms na• o/c (+21/ -28I - dnerared by. aww j i 16'-O" X 7-0' O.H. GAR. Dr. _0 a ---- ---'-- date: BT-22 o'I AREA GALOULATION (+ 19/ 23) -- FRAr PARTIAL cGLoraN Y-m^ Esheet- . r is'_- x eLev! pI I'/• I5T FLR LIViNG-: Ig23 I ' &KRICANE GARAGE: 42 F 2'-0" — 16'-0" 1'-4" Y-0' S'-4" _ 13-41/16" % ENGINEERING, COVERED ENTRY: 27 I „ dm'-mtn6• TOTAL: 2381 5F FLOOR PLANS of. q e 5PLA54tl S S KITCHENC A KITCHEN B SCALE- 16"-1'- E' - SCALE- o mc To N d KITCHEN _ C BATH P SCALE- 1/4'- I'-O' SCALE- 1/4"=P-0" 6 LKsNT STRIP AT OPT. VANITY BATH _ E SCALE- 114"=r- C'° JNTERIOR ELEVATIONS NOTE: SEE TRUSS MFG.'S ENGINEERING, AND " LAYOUTS FOR TRUSS —TO —TRUSS CONNECTORS ROOF TRUSS ANCHORAGE: NOTE: 1) 115E (1) TYPE "C" (OR INTERCHANGABLE TIE) FOR TRUSS TO FRAME WALL OR BEAM CONNECTION UNLESS NOTED OTHERWISE (W LOJ 2) USE (1) TYPE "A" (OR INTERCHANGABLE TIE) FOR TRU55 TO BLOCK WALL CONNECTION (UN.OJ 3) USE EHUH26-N (OR INTERCHANGEABLE TIE FOR ALL JOIST HANGER CONNECTION5 (WO) 4) USE (3) 16d OR (3) J31 x 3 1/4" PASELODE GIN NAIL TO FASTEN JACK TO HIP GIRDER (T46) 5) GABLE TRUSSES REQUIRE (1) TYPE "A" OR (U TYPE 'C" STRAP AT 48" O/C FROM CENTER OF TRUSS. SEE P05T STRAPPINCs ON Iat AND 2nd FLR PLANS PNEUMATIC EQUIVALENT MAY BE SUBSTITUTED FOR HAND NAIL DESIGNATIONS" NAIL VALUES: BASED ON 'NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION FROM TABLE 8Sc - "NAILS AND SPIKES - LATERAL LOAD DESIGN VALUES" NAIL , SHEAR VALUE (IbaJ 8d 103" IOd 125^ Ibd 145- 40-0-0 ROOF TRU55 LAYOUT SB $ 'C' rom ROOF PITCH 12 LOADING: FIBERGLASS SHINGLES 8-0-0 PLATE HT SCALE: NTS MEAN HEIGHT: 15'-0" WIND SPEED: 100 M.P.H. TC LIVE:2D psf SPACING: 24" O.C. BC IVE: o Psf DESIGN BY: CM BC DEAD: 10 psf DRAWN BY: KSB TOTAL: 37 psf DUR FAC: 1.25 O OO E m 0 SCALE: N.TS. MENEM MENEM Mm.e STUGGO DETAIL SCORED BANDS E TA-30 "D" STRAP xa (3) TAPCON5 (TYP.) HALF COLNMN I]ETAIL HALF COLUMN DETAIL WHRICAME ENGINEERING I l/8• STUI CO ON LATH - WOOD STUD EXTERIOR WALLS (TYP) SEE DETAIL CONCRETE BLOCK EXT SCALE: 1/4" . 1'-0" RIrvHT SIDE ELEVATION SCALE: I/8" • 1'-0" 0 0 OFF RIDGE VENT CEMENT0HTEXTURED 3 FINISH (TYPJ 0 LEFT SIDE ELEVATION SCALE: I/8n . 1'-O" ROOF PITCH 12 OFF RIDGE VENT COMPOSITE 6IH41INGLESI 51 k' REAR ELEVATION CEMENT TEXTURED ip FINISH (TYPJ SCALE: 1/4" = I'-0• SHINGLES m W Z :D 0 0 J w (n J (n W W ~ LL. w0 yyBs t. $d LwL $ y2J aa fie GABLE: (TYPJ N #Ia rn J ja€ W Q R 0 mvlsions: b- designed bY- nl drawn br. dmw design . checked by. aww date: 01L1 sheet: A3—B Of: REVISIONS PERMIT 1/---- ADDRESS CONTRACTOR 3 DATE JUN 0 2 2003 CENTEX HOMES / PATRICK J. KNIGHT PH ## 407-661-2176 FAX # 407-661-4089 DESCPRITION OF REVISION: ADD PLUMBING RISER DIAGRAM TO PLANS. UTILITIES FIRE 3LDG_ v 2" V.T.R. 211 J- W.M. 311 211 2" V.T.R. II/2" II/211 LAV LAV 2" V.T.R. 211 WC 311 311 211 TUB 2 11 5N 3„ COMB.IU+V 211 LAV 1 1/2" 3„ K.5. 311 311 311 311 W.G. 311 211 TUB Ig28 PLUMBING RISER I71AG. N.T.S. l``e-x .LpS 1 CERTIFICATE,,,,:OF OCCUPANCY / COMPLETION This is to certify that the building 'located at. 163 BRISTOL FOREST TR for which permit 03-00001768 has heretofore been issued on 5/13/03 has been completed according to plans and specifications filed in the office of the Building Pfficial prior to the issuance of said building permit, to wit as -1 5ruA(L4 complies with all the building, plumbing, electric 1, zonitig and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled O ; Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name IStreet Signs c lyyu `c,• Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE PRR.q PA M DATE 6/18/03 5/14/03 7/17/03 6/16/03 5/14/03 5/14/03 5/14/03 5/14/03 DATE APPROVAL AMOUNT 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 163 BRISTOL FOREST TR for which permit 03-00001768 has heretofore been issued on 5/13/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-PLAN ALTERATIONS 6/10/03 35.00 01-POLICE IMPACT - RESID 5/14/03 91.93 01-RADON GAS TAX FEE 5/.14/03 11.90 01-ROAD IMPACT FEES 5/14/03 847.00 01-RECOVERY FD/CERT. PGM. 5/14/03 11.91 01-SCHOOL IMPACT FEE 5/14/03 1384.00 WD IMPACT:SINGLE FAMILY 5/14/03 650.00 SD IMPACT:SINGLE FAMILY 5/14/03 1700.00 N4 0- 9LAZ - -- M\ M lob-1/03 OWNER PITTIT OING OF IC / DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: ON PERMIT#: ADDRESS: \\x'!, CONTRACTOR: PHONE #: y The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 1Q1 e/o3 engineering Public Works Utilities Fire Zoi Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) I I i I 1 I I I CERTIFCATE OF OCCUPANCY I 1 r REQUEST FOR FINAL INSPECTIOI 4 r SINGLE FAMILY RESIDENCE**** DATE: 1 - 0 3 ;.oCC PERMIT CL , C f QJ . ADDRESS: CONTRACTOR: PHONE #: t y0'l y The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. 0. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Fire C Public Works oni tilities - Licensing I CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) M CERTIFCATE OF OCCUPANCY ` REQUEST FOR FINAL INSPECTION % SINGLE FAMILY RESIDENCE**** W d DATE: 03 PERMIT #: 0-t)- ADDRESS : \\-c CONTRACTOR: PHONE #: t Li0'1 V\Ao— The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. 0. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated, Engineering > Fire (a i is Works 7oni jL' tilities Licensing CONDITIONS: ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) r------ FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION O.M.B. No. 3067-0077 Expires December 31, 200: For Insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX HOMES BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 163 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 61, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##.##### NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1, NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME 133. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL B7. FIRM PANEL 69. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of flooding) 1202940035 E 4117I95 4I17I95 X NIA d i u. inaicate me source or me tease rlood tievation (dl-t) data or base flood depth entered in b9. FIS Profile ® FIRM Community Determined Other(Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* . Building Under Construction* ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - seepages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion/Comments '>" Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ®No of o a) Top ofbottom floor (including basement or enclosure) - 14. 6 ft.(m) o b) Top of next higher floor N/A. ft.(m) a o c) Bottom of lowest horizontal structural member (V zones only) NIA . ft.(m) N o d) Attache&garage (top of slab) 14. 4 ft.(m) E a o e) Lowest elevation of machinery and/or equipment w `" servicing the building (Describe in a Comments area) 14.1 ft,(m) E cc o f) Lowest adjacent (finished) grade (LAG) 12.1 ft.(m) z' .0 o g) Highest adjacent (finished) grade (HAG) 15. 1 ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 0 Ttl IIoi) o a area (2 permanent openings (flood vents) in C3.1, 0 sq, in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH TR 180 ORLANDO FL 32803 SIGNATURE DATE TELEPHONEAh0", K. VVi& Y; 1t)I8103 (407) 426-7979 FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. v — -- For Insurance Company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and(or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 163 BRISTOL FOREST TRAIL " CITY STATE ZIP CODE Company NAIC Number SANFORD FL, 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) jCopy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed —see pages 6 and 7, If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (inducting basement or endosure) of the building is — ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6$ with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is — ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in 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, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sedons A, 8, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued 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 (inducting basement) of the building is: —ft.(m) ' Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. — ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE Xilulurl9ftl y Check here if attachments FEMA Form Bi -31, January 2003 Replaces all previous editions l PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 61, PRESERVE AT LAKE MONROE AS RECORDED IN PLA r BOOK 62, PAGES 1271.5 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA Pc GpJ NOTE: THE FINISHED FLOOR ELEVATION OF THIS OPSTRUCTUREMEETSOREXCEEDSTHE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A), A, / GRAPHIC SCALE cFti Gj 0 15 30 O, y,OF s< O O ST OIryh' G k' v OOi A J S rF 00, LOT 60 C' 4 ,+QP' O f F P,SSinv, sRr P\ G n y OCe OC'1" 13.6 S 01 I40,Q J c . o0. P? o LOT 62 0< 0 14.0 S0 0czs0N T Sj, wbosoFT6 CS+ DNA°<o CERTIFIED TO AND FOR THE qi c T60'4'0q vO EXCLUSIVE USE OF: COMMERCE TITLE COMPANY f NF O 00• INSURANCE C CTTX MOR GAGEECOMPANY. LLCOMPANY NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE' BEEN FIELD VERIFIED AND ANY LEGENDINCONSISTENCIESHAVEBEENNOTEDONTHE FND 1/2" IRON ROD AND CAP LB #68 (1017103) SURVEY, IF ANY. BUILDING SETBACK LINE FND NAIL AND DISC. 2. PROPERTY CORNERS SHOWN HEREON WERE CENTERLINE LB #68 (10/7/03)' SET/FOUND ON .10-7-03, UNLESS OTHERWISE RIGHT OF WAY LINE FND 1/2" IRON ROD AND CAP EXISTING ELEVATION . 0 LB #6393 (10/7/03) SHOWN. , O _ CNA CORNER NOT ACCESSIBLE - CONCRETE 3. THE SURVEYOR HAS NOT ABSTRACTED THE A DENOTES DELTA ANGLE LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF LS LAND SURVEYOR C.B. DENOTES CHORD BEARING WAY, RESTRICTIONS OF RECORD WHICH MAY PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE AFFECT THE TITLE OR USE OF THE LAND. PCP PERMANENT CONTROL POINT PI DENOTES POINT OF INTERSECTION P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN ENOE POINT OF TANGENCYM) MEASURED PT DENOTES FND FOUND ' LOCATED EXCEPT AS SHOWN. C/w CONCRETE WALK A/C AIR CONDITIONER S/W SIDEWALK CBW CONCRETE BLOCK WALL - 5. NOT VALID WITHOUT THE SIGNATURE AND THE CP CONCRETE PAD RP RADIUS POINT cs CONCRETE SLAB CHU OVERHEAD UTILITY LINE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED C CHORD LENGTH 10 IDENTIFICATIONPKPARKERKALONPOLPOINTONLINE SURVEYOR AND MAPPER. R RADIUS PCC POINT OF COMPOUND CURVE POC POINT OF CURVE I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL I HEREBY CERTIFY, THAT THIS BOUNDARY NO 120294 0035 E DATED 4/17/95 AND FOUND SURVEY, SUBJECT-1-0 THE SURVEYOR'S NOTES THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, CONTAINED HEREON MEETS (HE APPLICABLE AREA OUTSIDE 100 YEAR FLOOD PLANE MINIMUM TECHNICAL STANDARDS" SET FORTH ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL coNraoL ns FURNISHED. BYBY THE FLORIDA BOARD OF PROFESSIONAL AND MAPPERS IN CHAPTER BEARINGS SHOWN HEREON ARE BASED ON 61G17-6, FLORIDA ADMINISTRATIVE CODE THE NORTHERLY LINE OF LOT 61 PURSUANT TO CHAPTER 472.027, FLORIDA BEING S 54'23'11" E PER PLAT. STATUTES. FIELD DATE:) 6-6-03 REVISED: SCALE: 1„ _ 30 FEET APPROVED BY: WRM AMERICAN SURVEYING & MAPPING JOB No. ASM39675 FINAL 10-7-03 CKB CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 FOR THE FORMBOARO 06-13-03 CKB 320 EAST SOUTH STREET, SUITE 180 FIRMr DRAWN BY: PLOT PLAN 03-31-03 CKB ORLANDO, FLORIDA 32801 (407) 426-7979 WILLIAM R. M SCATELLO JR. PSM#4928 DATE PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 61, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA PC GoJ NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE 30' THE REOUIREMENTS SET FORTH IN THE A., / GRAPHIC SCALE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A), cF GJ 0 15 30 1440 f/ STO` Jo- 0111, 11- 46All y. 0, Gl SO y.. a JCS Ol LOT 60 ti F o J• o ' Wq f. i \ \ Y P 6p p b _ rj QP 13.6 OcIr 0 74B P. TK 14.0 sas0TS 2 SaFl67 SFp F 7tiO 0 00R 7 NOTE: qr, 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND. ON 10-7-03, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE, OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 61 BEING S 54'23'11" E PER PLAT. FIELD DATE:) 6-6-03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM ASM39675 FINAL 10-7-03 CKB JOB N0. FORMBOARD 06-13-03 CKB DRAWN BY: PLOT PLAN 03-31-03 CKB. LOT 62 V4. IA O l Vh m h CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC LEGEND FND 1/2" IRON APID CAPOO0RODLBJJ68BUILDING SETBACK LINE -. FND NAIL AND DISC CENTERLINE LB p68 (10/7/03) RIGHT OF WAY LINE FND 1/2" IRON ROD AND CAP EXISTING ELEVATION 0 LB #6393 (1017103) CNA CORNER NOT ACCESSIBLE CONCRETE DENOTES DELTA ANGLE. LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH LS LAND SURVEYOR C.B. DENOTES CHORD BEARING PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMANENT CONTROL POINT PI• DENOTES POINT OF INTERSECTION P) PER PLAT PRC DENOTES POINT OF. REVERSE CURVATURE M) MEASURED - PT DENOTES POINT OF TANGENCY FND FOUND ' TYP TYPICAL - C/ W CONCRETE WALK A/C AIR CONDITIONER - S/ W SIDEWALK CBW CONCRETE BLOCK WALL . CP CONCRETE PAD RP RADIUS POINT I --- CS - CONCRETE SLAB OHU OVERHEAD UTILITY LINE C CHORD LENGTH ID IDENTIFICATION PK PARKER KALON POL POINT ON LINE R RADIUS PCC POINT OF COMPOUND CURVE POC POINT OF CURVE I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61G17- 6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. II AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBp6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 ( 407) 426-7979 I" ( FOR THE r FIRM AM R. MIJSCATEI 4928 DATE FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages I.7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME CENTEX HOMES BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 163 BRISTOL FOREST TRAIL O.M.B. No. 3067-0077 I ExpiresDecember 31, 200: a For Insurance Company Use: Policy Number Company NAIC Number CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 61, PRESERVE @ LAKE MONROE BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/ LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or NAD 1927 NAD 1983 USGS Quad Map Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE SEMINOLE COUNTY 120294 SEMINOLE FLORIDA B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 85. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONES) Zone AO, use depth of flooding) 1202940035 E 4/17/95 4117/95 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile ® FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes ® No Designation Date_ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings* Building Under Construction* ® Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a-t below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum Conversion/Comments 5= Elevation reference mark used _Does the elevation reference mark used appear on the FIRM?. Yes ® No o a) Top ofbottom floor (including basement or enclosure) 14. 6 ft.(m)cd cdo b) Top of nerd higher floor N/A. ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) : N/A. ft.(m) o d) Attache&garage (top of slab) 14. 4 ft.(m) 00 E o e) Lowest elevation of machinery and/or equipment' w c servicing the building (Describe in a Comments area) 14.1 ft.(m) o 0Lowest adjacent (finished) grade (LAG) 12.1 ft.(m) z' 2' o g) Highest adjacent (finished) grade (HAG) 15. 1 ft.(m) o h) No, of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Total area of all permanent openings (flood vents) in Can 0 sq, in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed.by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001, CERTIFIERS NAME: WILLIAM R. MUSCATELLO, JR LICENSE NUMBER: 4928 TITLE: PROFESSIONAL LAND SURVEYOR & MAPPER COMPANY NAME: AMERICAN SURVEYING & MAPPING, INC. ADDRESS CITY STATE ZIP CODE 320 E. SOUTH TR T, .180 ORLANDO FL 32803 SIGNATURE DATE TELEPHONEWb W1I10/ 8N3 (407) 426-7979 FEMA Form 81731, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For lnsuranoeCompany Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Polidi Number 163 BRISTOL FOREST TRAIL CITY STATE - ZIP CODE Company NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL; MACHINERY DESCRIBED IN C3-E IS AN A/C UNIT Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, 'lf available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E ace correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP SIGNATURE DATE TELEPHONE COMMENTS Check 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 n Certificate. Complete the applicable item(s) and sign below. . G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E fd a building located in Zone A (without a FEMAassued or community4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT OF G7. This permit has been issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: — _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: — LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 61, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA A, PC pJ j NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE O THE REQUIREMENTS SET FORTH IN THE \ A, / GRAPHIC SCALE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). C- 0. 15 30 R/yTFR<,ti\ 2 /r C' FF S 11.46 7Yq 1 z SOO ryy0 a J> SS 0.01 ,h J JJ, Cam- •. `..... ;. , 8• y`` 4.'.'' .. -:'o' • :. ; `, . of /SLOT60 FC SO h qeA,,S /6 esR} 0,1, BOORCl Oct 4.. 01 PATI n , i 15 sL •?So T SQ, so T6,7 eo 0' 4 OOO NOTE: qTJ 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 10-7-03, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 1 HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED, BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 61 BEING S 54'23'11" E PER PLAT. FIELD DATE:) 6-6-03 REVISED: SCALE: 1" = 30 FEET APPROVED BY: WRM JOB N0. ASM39675 FINAL 10-7-03 CKB FORMBOARD 06-13-03 CKB DRAWN BY: PLOT PLAN 03-31-03 CKB 11 o PLO LOT 62 J(^ P PJOQ- J h CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE .COMPANY, LLC LEGEND AND CAP11//2" IRON/OOL6w68 ) D BUILDING SETBACK LINE FND NAIL AND DISC '. CENTERLINES LB e68 (10/7/03) RIGHT OF WAY LINE FND 1/2" IRON ROD AND CAP 14. EXISTING ELEVATION 0 LB (J6393 (10/7/03) CNA CORNER NOT ACCESSIBLE CONCRETE. 6 DENOTES DELTA ANGLE LB LAND SURVEYING BUSINESS L DENOTES ARC LENGTH - LS LAND SURVEYOR C.B. DENOTES CHORD BEARING PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMANENT CONTROL POINT -. PI DENOTES POINT OF INTERSECTION P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE M) MEASURED PT DENOTES POINT OF TANGENCY FND FOUNO ' TYP TYPICAL - C/W CONCRETE WALK A/C AIR CONDITIONER S/W SIDEWALK CBW. CONCRETE BLOCK WALL CP CONCRETE PAD RP RADIUS POINT CS CONCRETE SLAB OHU OVERHEAD UTILITY LINE C CHORD LENGTH ID IDENTIFICATION PK PARKER KALON POL POINT ON LINE R RADIUS - PCC POINT OF COMPOUND CURVE POC POINT OF CURVE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTE`_ CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS SIN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. FOR n THE iv v - 'r• v LLIAM R. M SCATELLO JR. PSM#4928 PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 61, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) LOT 61 CONTAINS 6250 SQUARE FEET t LOT ONLY) THIS STRUCTURE CONTAINS 2352 SQUARE FEET t TOTAL CONCRETE 536 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 3362 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 22 % t Cn11ERr rnOTAnr nIp Tr) fIIQR) LOT 61 UP TO CURB CONTAINS 6800 SQUARE FEET t THIS STRUCTURE CONTAINS 2352 SQUARE FEET t CONCRETE 869 SO. FT, f INCLUDING (SIDEWALK/APRON) TOTAL SOD 3579 SQ. FT. t BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' Pc CSIJ A / cFy _J lkO.rf OF\S, ,q AFT OSFC ? 4 R' CyT`.(1` GRAPHIC SCALE Q 996• OF J`T 0 15 30 s Q0 . 8 LOT 60 1" o op /9 00 SO• . J `O o0 f'iy?ip OSfO . 6' RO OAP V O rO Op A_ O O p J 2P LOT 62P FL R SL4so. Uo ` e E ti oRs ST 8 iF" . - ADJA9, 4- CISJ any! * QAID = I(V/ a sshPp oz, ,0 soo RO13. 3 VE, FT 0, A 4J LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH PUB POINT ON BOUNDARY CENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE PREPARED FOR: Xx PROPOSED ELEVATION lOR PD OFFICIAL RECORD PLANNED DEVELOPMENT CENTER HOMES PROPOSED DRAINAGE FLOW 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH 1. ELEVATIONS SHOWN ARE PER LOT GRADING CONCRETE OC.B. DENOTES CHORD BEARING PLANS PROVIDED BY THE CLIENT. LB LAND SURVEYING BUSINESS PC PI DENOTES POINT OF CURVATURE DENOTES POINT OF INTERSECTION LS LAND SURVEYOR PRC DENOTES POINT OF REVERSE CURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES PCP PERMANENT CONTROL POINT TYP TYPICAL ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF P) PER PLAT A/C AIR CONDITIONER THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION M) END MEASURED FOUND CBW R P CONCRETE BLOCK WALL RADIUS POINT LIST FOR CONSTRUCTION. CS WALK CS CONCRETE SLAB ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA W LK SIDEWALKSIDEWAKC CHORD LENGTH FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES CP CONCRETE PAD S0, FT, SQUARE FEET ONLY. PB PLAT BOOK NG NATURAL GRADE THIS IS NOT A SURVEY R RADIUS R/W RIGHT-OF-WAY THIS IS A PLOT PLAN ONLY PGS PAGES I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND--.— THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE BEARINGS SHOWN HEREON ARE BASED ON THE NORTHERLY LINE OF LOT 61 BEING S 52'23'11" E PER PLAT. FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM JOB NO. ASM39675 DRAWN BY: PLOT PLAN 03-31-03 CKB AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8p6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 ( 407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED' EXCEPT AS SHOWN. 3. NOT VALID NTIIOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. FOR THE FIRM R. MUSELLO JR. PSM /j492 DATE El 70RM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A CENTEX HOMES1928LM06Builder: Address: Permitting Office: BRISTOL FOREST TRAIL CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number - Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central 1, New construction or existing New 12, Cooling systems 2- Single family or multi-farnily Single farnily a. Central Unit Cap: 32,0 Wtuft 3, Number of units, if multi-farnily I SEER: 12-00 4, Number of Bedrooms 4 li. N/A 5, Is this a worst case? Yes 6. Conditioned floor area (IF) 1928 112 c- NIA T Glass area & type a. Clear- single pane 210.0 112 13, Heating systems b, Clear - double pane 0_0 112 a- Electric near pinirp Cap: 3-1.0 kBtu/lif c- Tint/odler SF[GC - single pane 0.0 W I-ISPF: 9,35 d. Tint/other SIlGC - double pane 0-0 112 1), N/A 8, Floor types a. Slab -On -Grade Edge Insulation R 0.0, 198.0(p) ft c- N/A b. N/A c. N/A 14. not water systerws 9. Wall types a. Elcctric Resistance Cap: 50,0 gallons a - Concrete, bit Insol, Exterior R=4.1, 1058,0 W EF: 0.86 b. Frame, Wood, Adjacent W-1 1.0, 278.0 IF b_ N/A c, N/A d, N/A c. Conservation credits e, N/A HR-Heat recovery, Solar 10, Ceiling types DUP-Dedicated beat pump) a. 'under Attic R= 19.0, 1964.0 W 15. FIVAC credits P,r,- b- N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HE -Whole house fan, 11, Ducts PT -Programmable Thermostat, a. Sup: Unc, Ret: Unc, Ali: Garage Sup. R=6.0, 1.0 ft W-C-Mullizone Cooling, b. N/A W-11-Multizone beating) Glass/Floor Area: 0.11 Total as -built points: 27478 Total base points: 29112 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED 13Y:,;ast' DATE APR 3 I hereby certify that this building, as designed, is in compliance with the Florida Energ de, OWNER/AGENT. 0 nDATE: 0 2003 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. EnergyGaugeO (Version: FLRCSB v3,2) BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hqt Area X SPM X SOF = Points 18 1928.0 25,78 89463 Single, Clear S 1.0 6.0 32,0 44-66 0,94 1349A Single, Clear W 1'0 9.5 32.0 53-47 0.99 1701.0 Single, Clear S 1.0 4.0 MO 44,66 0,87 387.8 Single, Clear E 1,0 6.0 32.0 59,31 0.97 1838.6 Single, Clear E 1,0 &0 40,10 59.31 0.99 2344.3 Single, Clear E 1.0 6.0 32.0 59,31 0.97 1838.6 Single, Clear N 1.0 6.0 MO 27,96 0.97 435.8 Single, Clear IN IM 6.0 16-0 27.96 0-97 435.8 As -Built Total: 210.0 10331 A WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 278.0 030 194.6 Concrete, Int Insul, Exterior 4.1 1058,0 1,18 1248.4 Exterior 1058.0 1.90 2010.2 Frame, Wood, Adjacent 11,10 278.0 0.70 194.6 Base Total: 1336.0 2204.8 As -Built Total: 1336.0 1443.0 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28,8 Exterior Wood 20.0 7-20 144.0 Exterior MID 4.80 96,0 Adjacent Wood 18-0 2,40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1916.0 2.13 4081.1 Under Attic 19,0 1964,0 2,82 X 1,00 55M5 Base Total: 1916.0 4081,11 As -Built Total: 1964.0 5538.5 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 198.0(p) 31.8 6296A Slab -On -Grade Edge Insulation 0,0 198-0(p 31 M 6316-2 Raised 0.0 0,00 0,0 Base Total: 6296.4 As -Built Total, 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM = Points 1928.0 14,31 275893 1928.0 14,31 27589.7 EnergyGaugeO DCA Form 600A-2001 EnergyGatigeOlFlaRES'2001 FLRCSB v3,2 FORM,60OA-2001 w j 1111• ADDR ESS. PERMIT #: Summer Base Points: 36650.7 Summer As -Built Points: 38773.31 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 38773,3 1-000 1.087 x I 150 x 1.00) 0,284 O950 13084,5 36650.7 0.4266 15635.2 38773.3 1.00 1.250 0.284 0.950 13084.5, EnergyGaugeTm DCA Form 600A-2001 EnergyGaugeOtHaRES'2001 FLRCSB v3.2 FORM OOA-2001 111111111 iiiii illillillllllll ADDRESS: ''I PERMIT #: 13ASE AS -BUILT TYPESrGLASS18XConditioned X BWPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF Point,i 18 1928.0 5.86 2033.7 Single, Clear S 1.0 6,0 32.0 7.73 1,01 249A Single, Clear W 11'0 9.5 32.0 10-74 1.00 343,5 Single, Clear S 1.0 4,0 Mo 7.73 1.05 81.2 Single, Clear E 11.0 6.0 32.0 9,96 1,01 321.6 Single, Clear E 110 8.0 40.0 9-96 1.01 400.7 Single, Clear E 1.0 6.0 32.0 9.96 1.01 321.6 Single, Clear N 1.0 6.0 16.0 12-32 1.00 196.7 Single, Clear N 11,0 6.0 Mo 12.32 1.00 1963 As - Built Total: 2110,0 2111.5 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500A Concrete, Int Insul, Exterior 4.1 1058.0 3.31 3496.7 Exterior 1058-0 2.00 2116.0 Frame, Wood, Adjacent 11.0 278.0 1,80 500.4 Base Total: 1336.0 2616A As -Built Total: 1336.0 3997A DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18,0 4,00 72,0 Exterior Wood 20-0 7.60 152.0 Exterior 20-0 5.10 102.0 Adjacent Wood 18.0 5-90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM XWCM= Points Under Attic 1916.0 0_64 1226-2 Under Attic 19.0 1964,0 0.87 X 1.00 17083 Base Total- 1916.0 1226.2 As -Built Total: 1964,0 17083 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Stab 198.0(p) 1,9 376,2 Slab -On -Grade Edge Insulation 0.0 198-0(p 2,50 495.0 Raised 0-0 0,00 0.0 Base Total. 3762 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM z:: Points Area X WPM z: Points 1928, 0 0.28 539.8 1928,0 -0.28 539,8 EnergyGauge@) DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB 0.2 A -BUILTS Winter Base Points: 5134.3 nter As -Built Points: 8030.6 Total Winter X System Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 803-0-,61,000 DM x DSM x AHU) x1, _100-) -040-9- 1--60- x107-8 0 950 3899,47 5134.3 0.6274 3221.2 8030.6 1.00 1.250 0.409 0.950 3899.4 I WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564M 10256,0 Wo 0.86 4 1,00 2623.63 1,00 104M.5 fis-Built Total: 10494.5 CODE COMPLIANCE STATUS Cooling + Heating + Hot Water Total Cooling + Heating + Hot Water Total Points Points Points Points Points Points Points Points 15635 3221 10256 29112 61 1M-1111111111110MI EnergyGaugeTm DCA Form G00A-2001 EnerqyGauge@/FlaRES'2001 FLRCSB v3.2 zswma Code Compliance Checklist kesidential Whole Building Performance Method A - Detaik- 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606A.ABCA.1 Maximurn:.3 cfm/so,ft- window area- .5 cfm/--.ft, door area. Exterior & Adjacent Walls 606A.ABCA2,11 Caulk, gasket, weatherstrip, or seal between: windows/doors & frames, surrounding wall; 7foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottomplates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the tap plate. Floors 606,1,ABC,1,22 Penetrations/openings > 1/8' sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter perl trafigns_and seams. Ceilings 606A,ABC,1,2,3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the t qnetratiorls and seams, Recessed Lighting Fixtures 606,1-ABCA,2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation,- or Type IC rated with < 2-0 cfm from conditioned space, tested, L _ Multi-story_Houses____ 60661.ABC.1.2.5 Air barrier on perimeter of floor cavitbetween floors. Additional Infiltration reqts 606A,ABC,13 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES Must be met or exceeded by iAglesidences-)_ CMPONEfd SECTION----- REQUIREMENTS CHECK, Water Heaters 612A Comply with efficiency requirements in Table 6-12, Switch or clearly marked circuit J awkerJelectric )-9—rcutoff Was yrtim"t-e-provided- External or built-in _AI tq rh-- aReqqir Swimming Pools & Spas 612A Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency ot780/6- Shower heads 6112,11 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG, Air Distribution Systems 610A All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics; R-6 min, insulation. HVAC Controls 607.1 Se crate rem accessible manual orautorjjafic thermostat for each system Insulation 6041, 6021 Ceilings -Min. R- 19, Common wa Its- F ra in e R - 11 or CBS R-3 both sides_ Common ceiling & floors R- 11. EnergyGauge"" DCA Form 60OA-2001 Ener9yGau9c-&FIaRES'2001 FLRCS13 v3,2 ENERGY PERFORNIANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. 1. New construction or existing New — 12- Cooling system 2, Single family or nrulti-fairnly Single family — a. Central Unit Cap.- 37A kBtuft 3. Number, of units, if multi -family I — SEER- 1100 4- Number of Bedrooms 4 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 1928 W c. N/A T Glass area & type a. Clear - single pane 210.0 W 13, ]]eating system b, Clear - double pane 0-0 W a. Electric Heat Pump Cap: 37,0 kBurthr c, Tint/other SlJGC - single pane 0.0 1`12 11SPF: 8,35 d, Tint/other SJJGC - double pane 0-0 Q, b. N/A 8. Floor types a, Slab. -On -Grade Edge Insulation R=0-0, 198-0(p) ft c. N/A b. N/A c, N/A 14, 1 lot water systerns 9. Wall types a, Electric Resistance Cap: 50,0 gallons a. Concrete, lot Insul, Exterior R-4 1, 1058-0 it' EF, 0.86 b_ Frame, Wood, Adjacent R— 11, 0, 278-0 ft' b. N/A c. N/A d. N/A C' Conservation credits e_ N/A HR-Heat recovery, Solar to- Ceiling types DIIP-Dedicated beat pump) a, Under Attic R=19,0,1964.0 W 15. 11VAC credits PT, b, N/A CF-Ceiling fair, CV -Cross ventilation, c. NIA 11F-Wbole house fan, I I - Ducts PT-Programmable'nictinostal, a_ Sup: Unc, Ret: Unc. All: Garage Sup, Wz6-0, I .O ft RB-Attic radiant barrier, b, N/A MZ-C-Multizone cooling, MZ-11-multizone beating) I certify dial this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) jjAAESr Einthishomebeforefinalinspection. Otherwise, a new FPL Display Card will be completed 0 based on installed Code compliant features. 1, 1 Budder Signature: Date: APR 3 0 7003 P4 0 Fl- A& Address of New lJorne: /W BRISTOL FOREST TR- city/El,zip. LAKE MONROE/32747 AS NOTE-: The homes estimated energy performance score is only available through the FLAIRES computerprogram- This is not a Building Energy Rating. If yourscore is 80 or greater (or 86for a US EPAIDOE EnergyStar""designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 32.11638-1492 or see the Energy Gauge web site at wivwjsec.uc( edufor information and a list of certified Raters. For information about Florida's Energy Ffficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EucjgyGauge ( Version: FLRCSB v3.2) c-w L'IF-L- r-11M Nu. —v4 ( WVj1q DFL AIR HEATINGAIR CONDITIONING,R Job; 1928 09-0"! A W3 14K",E,9"QK-!22i Proiect Informatlon For CENT EX HOMES D)vsl cipiftfrormation Weather: Orlando -AP, FL, US Winter Design Conditions Summer Design Conditions outside db 38 OF Outside db 93 OF inside db 70 OF Inside db 75 OF Design TD 32 OF Design TD 18 OF Dail M af umidityRewe r 50 Moisture difference 43 gr/Ib Aeating Summary Sensible Cooling Equipment Load Sizing Building heat loss 32751 Btuh Structure 24036 l3tuh Ventilation air 0 cfm Ventilation 990 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 F Design heat load 32751 Btuh Use mfg. data n RaWsMng multiplier 0,98 Infiltration Total sens. equip- load 24525 Btuh Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (if) 1928 1926 Volume (" 15424 15424 Air change§/hour 080 0-40 Equiv. AVF (cfm) 206 103 Heating Equipment Summary Make TRANE Trade Space thermostat 01WIM 0 Bluh 0 OF 1200 cirri 0.037 cfm/Btuh Internal gains 1 0 Btuh Ventilation 1474 Btuh Infiltration 3032 Btuh Total latent equip- load 58V Btuh ITotalequipmentload30412Btuh Req, total capacity at 0,70% SHR 2-9 ton Cooling Equipment Summary Make TRANE Trade Efficiency 12.1 EER Sensible cooling 24780 Btuh Latent coohng 10620 Btuh Total cooling 36400 Btuh Actual cooling fan 1200 cfm Cooling OiT flow factor 0.050 ctm1l3tuh fw"abc "" ftn" 60" mww PfintotA cernied by ACCA to meet all requirements of Manual J 7th Ed C-X ld L- r11IN I 13LA. )" I RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR GONDITIONINGA Job; 1928 09-0"2 109 COMMERCE STREET, LAKE WRY, FL 3214G DG Phow. (407) 031-2665 ffrPT? M-0111,Tim, MIMMIN mr,91""NIM 0.80 ach x 15424 f? x 0-0167 = 206 cfm 2. Winter infiltration load 1-1 x206 cfm x 32 *F Writer TD m 7239 Btuh 3. Winter infiltration HYM 7239 Btuh 1 248 ft' Total window 29.2 Btuh/W and door area 1. Summer infiltration AVF 0.40 ach x 15424 IV x 0.0167 103 cfm Z Summer infiltration load I'l x 103 cfm x 18 OF Summer TD = 2036 Btuh 3- Summer infiltration HTM 2036 Btuh i 248 tv Total Vindow 8.2 Btuh/fV and door area Procedure C - Latent Infiltration Gain 068 x43 grAb moist-diff. x 103 dm 3032 Btuh Procedure D - Equipment Sizing Loads 1, Sensible sizing load Sensible ven0lation load I'l x 50 cfrn vent x 18 OF SummerTD 990 Btuh Sensible load for structure (Line 19) 24036 Btuh Sum of ventilation and structure loads 25026 Btuh Rating and temperature in multiplier Equipment load x 0.98 24525 Btuhsizing - sensNe 2. Latent sizing load Latent ventilation load 0.68 x 50 cfm vent x 43 90b, moist.diff. 1474 l3tuh Internal loads = 230 Btuh x 6 people + 1380 Btuh Infiltration load from Procedure C 3032 Btuh Equipment sizing load - latent 5887 Btuh Construction Quality is: a No. of Fireplaces is: 0 sokkibbc Varo" havv beeA ma"w averrkftfem Printout cerNed by ACCA to mect all requirmenits of Manual J 7th Ed. 00:1 IM page 1 Vj-)V etwil) Ito; el Vt:L HIK -,)' 40(bb1401J'J NU. -AY IOIJlb RIGHT-J WORKSHF-ET Entire HouseI! DEL AIR HEATINGAR COWDITIONING,R FOYANIDIN BR4 4ZO it 30O it Q x 20.0 ft, 1310 x 14.0 R heaV0001 0 ft heaVOON AM Load (Bluh) North NEINW EAN SEISW S&JM KOM a IUD 147, 294 1 b IOD 143 0, 0 719 0 403 0 0 0 20 0 Mil 111 rm 71 L Dak.- Sublat RSH qain=7-8,,-12-1 6 Less "wmal worav Lm trartsfer CWing redO%ution 1 g TONI FgH gel--(17418)-PLF Air reWftd (CIM) Printout certified by ACCA to meet all r"Wrements of Manual J 7th E& PAN J/ etV e""13 W: lei ULU HIK --> 4?ff(bb141JU'3 NU-54'( WWIY GREAT RM 34.0 R 19,0 x WO 4 001 0 210 N 01 0 0 0 D 0 01 0 0 0 0 0 0 907 01 OO 35 00 0 0 00 0 1! 00 01 0 0- 0 0 0 0 01 Printout cerfified b)(ACCA to rnmt all requirements of Manual J 7th Ed. ATOWINFIEFT- F, Elp-W 4.cw c a 10. e-1 Vr-k- HIK -11 410(btnil4tUt" NU-547 W018 RIGHT-J WORKSHEET Entire House DEL AIR HEATINGAIR CONDITIONING,R 109 COMMERCE STRY, Fl- 3274$42M Phonr (407) 031-2"5 Job, 1928 0""2 LND — 7 TOft100 It 0 ft hewcw Ama L wd (13tuh) 14tg Clg O 0. 01 22 0- 0 0- 01 D- 0 Subtotal W.S=6+0-+ 114 12 7 2 32 Lez 6 Warnal heang 0 Lem kantfor 0 HaatkV redmuibuton 01 i Duct km 213 2345 hL gaCm People a 300 12W 12+ 16 SUbW RSHqvin74-0 Le.-4 exbmTmJ ccolknVg Len varr- fer 000fiNrudittfibUbW Duct V% T0101 gWn=(17t18rPLF kir "LAmd ( cfm) I L"- C- L LICA- rllr% RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job. 1928 09-06-02 109 COMMERCE STREET, LAKE MARY, FL 327464206 Phow (4an 831-2EiSS W S D W G L S S 0 N A S 0 0 w c w s N K I A L 0 T H V G N H v v H H N H D Y R L A W R A H L G C R R G T A A w L Z E M D G Z L 0 x y T m R R rOYILIVIDIN a n sw a c n 0 d 1 1 go 1.0 1 A 1.0 5A 47.4 310 4.0 BR4 a n nw a c n 0 d 1 1 90 1-0 1.0 4.5 5.0 39.4 32A 0.0 KIT a n Sw a G n 0 d 1 1 go 1.0 1.0 tO 10 47.4 10.0 2.1 GREAT RM a n se a c n 0 d 1 1 go 1.0 1.0 1-0 5.0 47.4 32,0 4.0 b n Se a C n 0 d 1 1 go 1,0 to 1.0 7.0 47.4 40°0 3.6 wic MBR a n se a c n 0 d 1 1 go 1-0 1.0 1.0 5.0 47.4 32.0 4,0 BTH1 BR2 a n ne a C; n 0 d 1 1 go 1-0 1.0 1.0 5,0 39.4 WO 0.0 BTH2 BR3 a n ne a c n 0 d I I go 1.0 1.0 1.0 5.0 39.4 IRO 0,0 LNDRY Job I cuss truss lype 53906899 BHI COMMON NEW 01CMIM HOUNIZIMMEMIM 40-0.0 4100 1-0-0 7-8-11 5-11-5 6-3-15 6-3-15 5-11-5 7-8-11 1-0-0 Scale - 1 C7 0 3X6 = 3X8 = 5X6 = Otam 5X8 = 3X6 2l -4-0 ....... 27-4-0 9-8-2 -0- 4-0-0 6-3-14 11-0-2 6-0-0 2-4-2 10-3-14 OL— LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 1,25 TC 0.72 Vert(LL) 0.14 R-T >999 TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.88 Vert(TL) -0.47 R-T >529 BOLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.04 R n/a BCDL 10,0 Code FBC2001 (Matrix) 1st LC LL Min I/cletl - 240 Weight; 299 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-9-13 oc purlins. Except: BOT CHORD 2 X 4 SYP No.1 *Except* 1 Row at midpt F-H B2 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt I-R OTHERS 2 X 4 SYP No.3 2 Rows at 1/3 pts G-R REACTIONS (lb/size) B-1112/0-8-0, M-289/0-8-0, R-3521/0-8-0, Q--81/0-8-0 Max Horz B-- 1 78(load case 5) Max UpliftB--285(load case 4), M--175(load case 2), R--688(load case 5), Q--811 load case 1) Max Grav B-1 1 12(load case 1), M-382(load case 7), R-3521 (load case 1), Q-1 8(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B-22,B-C--2144,C-D--880,D-G--785,G-1-1289,1-K-1467,K-L-506,L-M-242,M-N-22,C-E--1071,E-F--572,F-H--670,H-J--27 BOTCHORD B-U-1913,T-U-1868,S-T-649,R-S-649,Q-R--749,P-Q--749,0-P--749,M-0--130 WEBS D-E--298, E-T-9110, F-T-1220, F-G-1405, K-0-678, L-0-435, I-J--1408, J-R--1362, G-1-1-1389, H-R--2157, K-R--780, C-1-1-294 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h- I 5ft; TC DL-6. Opsf; BC DL-6. Opsf; occupancy category 11; exposure B; enclosed; MW FRS gable end zone; cantilever left and right exposed -, end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33. 3) Truss designed for wind loads in the plane of the truss only. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 TL20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint B, 175 lb uplift at joint M, 688 lb uplift at joint R and 81 lb uplift at joint Q. 8) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2.1 Od nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 214,01b down and 54.91b up at 4-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer, 10) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing Indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard 1) Regular: Lumber Increase-1 .25, Plate Increase-1.25 Uniform Loads (plf) Vert: B-U--20.0, R-U--40.0, M-R--20.0, A-C--60.0, C-1-60.0, I-N-60.0, C-J--60.0 Concentrated Loads (lb) Vert: U--2114.0 AM memo F. I (a 21WOMOM IM, WHIM Irimm I, UIRN91111,0MMI 91; 1 M I sal Forest Products,lnc., Burlington, NC 27215, Jeff Kerr 5,000S 928-B & C[1sk/4-i7-3 G Scale - U4 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Well PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0,07 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0,00 Vert(TL) 0.00 A >999 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1 st LC ILL Min I/def I - 240 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc; bracing, REACTIONS (lb/size) C--1 1 /Mechanical, B-1 38/0-8-0, D-9/Mechanical Max Herz B-35(load case 4) Max UpliftC--13(load case 5), 13-89 loao case 4) Max GravC=29(load case 4), B-138(load case 1), D-9(load case 1) 0111ria"INZE1111, lgloillm-101wo NOTES (3) 1) Wind:ASCE 7-98per FBC2001; 110mph;h-15ft;TCDL-6.0psf; BCDL-6.Opsf; occupancy category II; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1 .60 plate grip DOL-1.33, 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint C and 89 lb uplift at joint B. 3) Truss shall be fabricated per ANSITFPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may'relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard LOME MOMMODURRIOR11 EM Truss Type HIP TRUSS Centex-Orlando/I 928-B & C[Isk/4-17-3 Job Reference Ik Industries. Inc. Tue Aar 22 16:26:30 2 1-0-0 7-0-0 5-3-7 5-1-11 5-1-11 5-1-11 5-3-7 7-0-0 1-0-0 scale - 1:68. I il 704 M1118H= 5x6 -= 5X6 = 7X8 = 5X6 = 700 MH18H= 2x5 11 500 M1118H= 5X6 = 5X8 = 5X5 = 2X5 11 RMW 5XI0 M11101-- 4 32-10-4 3310-0 40-0-0 7-0-0 0-1-12 5-1-11 5-1-11 5-1-11 5-1-11 5-1-11 0-1-12 7-0-0 Oiaie Off etsY '. JP:ow 13 Ed ebJC.,0-_6- 0 3-81,L -4-0 0-4-§J, :0-PLO -4- I q- - 3 Ed _N_ 0 L _ _q_L,_ge LOADING ( psf) SPACING 2-0-0 CS! ®EFL in (loc) I/deft PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 0.94 Vert(LL) 0.92 N-0 >512 TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -1,54 N-0 >306 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.28 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/clef I - 240 Weight: 241 lb LUMBER TOP CHORD 2 X 4 SYP No, I D *Except* T3 2 X 6 SYP No.2, T2 2 X 6 SYP No,2 BOT CHORD 2 X 6 SYP No.1 *Except* B2 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 *Except' W1 2 X 4 SYP No.2, W1 2 X 4 SYP No.2 W1 2 X 4 SYP No,2, WI 2 X 4 SYP No.2 W1 2 X 4 SYP No,2 REAC11ONS ( lb/size) B-3290/0-8-0,1-3290/0-8-0 Max Herz B--75(load case 5) Max UpliftB--900(load case 3),I--950(load case 3) BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing, FORCES ( lb) - First Load Case Only TOPCHORD A-B-26,B-C--7651,C-D--10313,D-E--11877,E-F--11858,F-G--11858,G-H--10317,H-1--7650,1-J-26 BOTCHORD B-R-6973,Q-R-7010,P-Q-7010,0-P-10310,N-0-11877,M-N-10315,L-M-7009,K-L-7009,1-K-6973 WEBS C-R-707, H-K-706, D-P--1555, E-0-637, F-N--632, G-M--1549, C-P-3744, D-0-1783, E-N-21, G-N-1757, H-M-3749 NOTES ( 8) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-I 5ft; TCDL-6,0psf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33, 3) Provide adequate drainage to prevent water pending. 4) All plates are TL20 plates unless otherwise indicated, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 900 Ito uplift at joint B and 950 lb uplift at joint 1. 6) Girder carries hip end with 7-0-0 end setback 7) Special hanger(s) or connection(s) required to support concentrated load(s) 5113.31b down and 181.21b up at 33-0-0, and 513.31b down and 181.21b up at 7-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1,25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-C-60.0, C-H--125.0, H-J--130.0, 6-11-20.0, K-R--41.7, I-K--20.0 Concentrated Loads (lb) Vert: R-5113 K--513.3 17 ilL 112 A MOILFFM Job Truss Truss Type Qiy Ply Centex Orlanda/ 53906899 HIA HIP TRUSS I Job Referenced Universal r6i-esfiP rucfi,-Inc., Burlington, N-(C-2 7-2-1-5,-Jeff-K-er-r--------5-.000 s Feb 20 2003 MiTak Industries, Inc, RMIMM&M 1 - 1-0-0 5-9-1 3-2-15 7-4-9 7-2-13 7-4-9 3-2-15 5-9-1 1-0-0 Scale - 1:68,1 5x7 = 5.00 ff2 D 3x6 = 3X8 = 2x3 11 E F G 5x7 H 3x7 = Q P 0 N M L W Us = 300 M1118H= Us 30 == 300 M111811= 3x6 30-10-4 9-1-12 7-2-13 7-2-13 7-2-13 9-1-12 Plate Offsets yk D(-_514 _a_ Plate LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) I/def] PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0,67 Vert(LL) 0.35 N-0 >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,25 BC 0.84 Vert(TL) 032 N-0 >658 BCLL 0.0 Rep Stress Incr YES WB 0,43 Horz(TL) 0.18 J n/a BCDL 10,0 Code FBC2001 Matrix) 1 st LC LL Min I/defl 240 Weight: 192 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-8-2 ac purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing, WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1653/0-8-0,J-1653/0-8-0 Max Horz 8--90(load case 5) Max UpliftB--344(load case 2), J--344(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3332, C-D--3135, D-E--4008, E-F--4008, F-G-4008, G-H--4008, H-1-3135, I-J--3332, J-K-22 BOT CHORD B-0-2995, P-Q-2880, C-P-2880, N-0-4008, M-N-2880, L-M-2880, J-i--2995 WEBS D-Q-265, H-L-265, E-0-443, G-N--443, C-Q--151, D-0-1269, E-N--I, H-N-1268, I-L--151 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h=1 5ft; TCDL-6.Opsf: BCDL-6,Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed -. end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding, 4) All plates are TL20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint B and 344 lb uplift at joint J. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted, Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard Agmfiffm R ando/1928-B & Cfjsk/4-17-3 I Inc., Burlington, NC 27215, Jeff Kerr 5,000 s, Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16:26:31 2003 1-0-0 5-6-0 5-6-0 6-0-0 6-0-0 60-0 5-6-0 5-6-0 1-0-0 Scale - 1:68 5X6 = 3X6 = 5X8 = 5X6 = 2X3 11 5X8 = Us = 5X8 = 20 11 5-6-0 6-6-0 8-0-0 8-0-0 6-6-0 5-6-0 ate Offsets 1,L 0L1, N.Q-4-0,0-3-0131- LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 1.25 TC 0.32 Vert(LI-) -0,26 M 999 TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.73 Vert(TL) -0,54 M-N 871 BOLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.18 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/def I - 240 Weight: 199 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-2.12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1653/0-8-0,1-1653/0-8-0 Max Herz B-1 06(load case 4) Max UpliftB--317(load case 2),I--317(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-3425, C-D--2926, D-E--2807, E-F--3329, F-G-21307, G-H--2926, H-6-3425, I-J-22 BOT CHORD B-0-3067, N-0-3067, M-N-3277, L-M-3277, K-L-3067, I-K-3067 WEBS C-0-1 13, H-K-11 13, E-M-96, F-M=96, D-N-760, G-L-760, E-N--642, F-L--642, H-L--448, C -N--448 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; I I Omph; h=15ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-I .60 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 6 and 317 lb uplift at joint 1, 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilib, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, t ' - III 6A 0 v I # 0 '' V AAMMEN• NNW NMAMH IMMIUMMMEM ulamm ue Aor 22 16 1--0-- 7-8-11 13-0-0 27-0-0 _ _ 41-Qp 1-0-0 7-8-11 5-3-5 14-0-0 5-3-5 7-8-11 1-0-0 Scale - 1:68 I Us = W = sm 3x8 = 5X6 = 3x8 = 34 = 10-3-14 10-3-14 9-8-2 9-8-2 10-3-14 Platte OffsefsLX,YL D:O- LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.22 L >999 TL20 245/193 TCDL 10,0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.50 L-N >952 BCLL 0,0 Rep Stress Incr YES WB 0,24 Horz(TL) 0.15 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 188 lb BRACING TOPCHORD Sheathed or 2-9-15 oc purlins, BOTCHORD Rigid calling directly applied or 9-3-13 oc bracing. WIN* REACTIONS (lb/size) B-1653/0-8-0,H-1653/0-8-0 Max Horz B-1 22(load case 4) Max UpliftB=-290(load case 2), H--290(load case 3) FORCES (1b) - First Load Case Only TOP CHORD A-8-22, B-C--3301, C-D--3027, F-G--3027, G-H--3301, H-1-22, D-E--2895, E-F--2895 BOT CHORD B-N-2948, M-N-2495, L-M-2495, K-L-2495, J-K-2495, H-J-2948 WEBS C-N--336, G-J-336, E-L--443, D-L-506, F-L-506, D-N-537, F-J-537 I NOTES (5) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; I I Omph,- h-1 5ft; TCDL-6.Opsf; BCDL-6.0pst; occupancy category ft; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 Plate grip DOL-1 31 3) Provide adequate drainage to prevent water pending. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint B and 290 lb uplift at joint 11. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsjbilitt for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, xamm Am • R 91FMIONUME MPH 11I IBM Job Truss Truss Type Qty Ply Centex-Orlando/I 928-B & Cfjsk/4-17-3 53906899 1-111D C(s Job Reference(option Un-i "er al-rorest Products,Inc., Kerr---------5-,0--O-O s Feb-20-20-03-MiTek Industries, Inc. Tue Apr 22 16:26:32 2003 3-5 -0 4-0-0 7-8-11 7-3-5 10-0-0 7-3-5 7-8-11 1-0-0 Scale - 1:68 PMM 20 11 5x6 — 3x6 = Us = 3X8 = 3x8 = 3x6 = 110-3-14 20-0-0 10-3-14 9-8-2 9-8-2 10-3-14 Olate Offsets_(X ,yj:0-4-9_,,O- -9L 0-3-0 Q-2-4 F,0-3-0 0- LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 1.25 TC 0,65 Vert(LL) -0,20 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.48 H-J >979 BOLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.15 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 193 lb LUL4BER Q-rH'#1Rr) I A REACTIONS (lb/size) B-1653/0-8-0,H-1653/0-8-0 Max Horz B-1 38(load case 4) Max Uplifffl--313(load case 4), H--313(load case I BRACING TOP CHORD Sheathed or 2-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-14 oc bracing: B-N. FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--3300, C-D--3028, F-G-3028, G-H-3300, H-1-22, 11-E--2482, E-F--2482 BOT CHORD B-N-2968, M-N-2314, L-M-2314, K-L-2314, J-K-2314, H-J-2968 WEBS C-N--405, G-J--405, E-L--239, D-L-269, F-L-269, D-N-665, F-J-665 NOTES (5) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-1 5ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed MWIFRS gable end zon cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1,33. 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint B and 313 lb uplift at joint H. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise note Provide bracing where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and do not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet f conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibi for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard lJ 53906899 1H1E IG amid MM1111111M M 0,0 1-0-0 7-8-11 5-11-5 3-3-15 6-0-0 3-3-15 5-11-5 7-8-11 1-0-0 Scale - 1 68A 5,00 V2 5X6 = 5X6 = 3x7 = — 30 = 3X5 = 3X8 = 3x8 '-- 3x6 = 0- 29-8-2 10-3-14 9-8-2 9-8-2 10-3-14 Plate Off ets XJD-0+9 o-_qLE'0-3-ono 2-.0-4-0 0-3-0] LOADING ( psf) SPACING 2-0-0 GSJ DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.66 Vert(I-L) -0.20 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.49 I-K >972 BELL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.15 1 n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 240 Weight: 204 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 WEBS REACTIONS ( lb/size) B-165310-8-0.1-1653/0-8-0 Max Horz B-1 54(load case 5) , Max UpliftB--333(load case 4),I--333(load case 5) Sheathed or 2-10-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8- 6-4 oc bracing: 0-0. 1 Row at midpt D-M, G-M FORCES ( lb) - First Load Case Only TOPCHORD A-B-22,B-C--3311,C-D--3025,D-E--2145,F-G--2145,G-H--3025,i-1--3311,1-J-22,E-F--2166 BOT CHORD B-0-2961, N-0-2422, M-N-2422, L-M=2422, K-L=2422, I-K-2961 WEBS C-0-379, D-0-590, G-K-590, H-K--379, E-M-557, F-M-557, D-M--633, G-M--633 NOTES ( 5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; I I Omph; h-15ft; TCDL-6.Opst; BCDL-6.0pst; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1 .60 plate grip DOL-1,33, 3) Provide adequate drainage to prevent water pending, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint B and 333 lb uplift at joint 1. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilitl for the correctness or accuracy of the design information as it may relate to a specific building, Any references to job narnes and locations are for administrative purposes only and are not part of the review or certification of the truss designer. MEN vui P 928-B & Cfjsk/4-17-3 ue Apr 13-8-1 19-0-0 21-0-0, 26-3-15 32-3-5 40-0-0 41-0 1-0-0 7-8-11 5-11-5 5-3-15 2-0-0 5-3-15 5-11-5 7-8-11 1-0-0 Scale - 1:68. I 5,00 r-12 5X6 = 5X6 E F 1. - 1 .1 30 3X8 = 502 = 30 = 34 10- -14 0,10,0 10-3-14 9-8-2 9-8-2 Plate Off ts D:,g+_0,9--L-PLJE 0-3-O -0,0-2- 'se, LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft TCLL 20.0 Plates Increase 1,25 TC 0,67 Vert(LL) 0,20 M >999 TCDL 10,0 Lumber Increase 1.25 BC 0.89 Vert(TL) 0.49 I-K >966 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) OA5 1 n/a BCDL 10.0 Code FBC2001 Matrix) I st LC LL Min I/clef] — 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) B-1653/0-8-0,1-1653/0-8-0 Max Herz B-1 70(load case 4) Max UpliftB.-352(load case 4),I.-352(load case 5) 10-3-14 PLATES GRIP TL20 245/193 Weight: 205 lb BRACING TOPCHORD Sheathed or 2-10-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-1-7 oc bracing. WEBS 1 Row at midpt D-M, G-M FORCES (lb) - First Load Case Only TOPCHORD A-B-22,B-C--3307,C-D--3025,D-E--2115,F-G--2115,G-H=-3025,H-I=-3307,1-J=22,E-F--19 BOT CHORD B-0-2956, N-0-2434, M-N-2434, L-M-2434, K-L-2434, I-K-2956 WEBS C-0-363, D-0-577, G-K-577, H-K--363, E-M-579, F-M-579, D-M--726, G-M-726 I NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-15ft-, TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1 .31 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint B and 352 lb uplift at joint 1. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilib, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. MEN I FIX101 y I Centex-Orlando/1928-B & Cfjsk/4-17-3 M Jab Reference c 00 s Feb 20 2003 Mien Industries, Inc. 32-3-5 1-0-0 7-0-11 5-11-5 6-3-15 6-3-15 5-11-5 7-8-11 1-0-0 Scale ® 1:67 I 12 5x6 = S.OQ I 3x7 = N M L K J 3x7 3x6 =. 3x8 = 3x8 == 3x8 = 3x6 = 10-3-14 20 0 0 29-e-2 40-Q-Q 10-3-14 9-6-2 9-3-2 10-3-14 Plate OffsetX Y jD 0 4 _--PA 3-0 F•0-4-0 0 3-0 _ — LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/detl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.20 L a999 TL20 245M93 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.49 H-J >960 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.15 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min 1/defl — 240 Weight: 195 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-2 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Raw at midpt D-L, F-L REAC11ONS (lb/size) B 1653/0-8-0, H-1653/0-8-0 Max Horz B--178(load case 5) Max UpliftB--360(load case 4), H-360(load case 5) FORCES TOP CHORD design. NOTES (4) 1) Unbalanced root live loads have been considered for this D _ zone; cantilever Provide r and 360 lb uplift at joint H. fabricate*' fter 1. U S IITP I 1 -95 Mail reguiramfflts- Plates shall benf slzaaDdUW_6how-taft41 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906899 russ ]truss y IL;entex-UrianOollaL'd-U&UIJSK14-11-J I 53906899 CJ2 _JJACK Vo0i*` Job ferenc,e'(qpton I I lFor est rocluctsCnE,_ffurlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16:26:34 2003 Page Em D 10 1-10-3 0-1-8 LOADING (psf) SPACING 2-0-0 CS1 DEFIL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.01 A >999 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0,00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/def I - 240 Weight: 8 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) B-155/0-8-0, E-19/Mechanical, C=44/Mechanical Max Horz B-47(load case 5) Max UpliftB--67(load case 4), C-44(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-30, C-D--4 BOT CHORD B-E-0 NOTES (3) 1)Wind: ASCE 7-98 per FBC2001; 110mph; h-15ft;TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33, 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint B and 44 lb uplift at joint C. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. 1 12 53906899 1 GE2 CoKtONI I I i- 1.0--9+ 10-4-0 1- 0-0 10-4-0 sm RM ty I Ply Centex -Orl ando/1 928-B & Cfjsk/4.17-3 Job Reference optional 20 2663-MlTekfn-j-ustd6i, Inc. Tue Apr 22 16:26:35 2003 Page 10- 4-0 1-0-0 Scale . 1: 20 H 2-3 11 2X3 11 3x6= 2x3 11 2X3 11 W 11 2x3 11 2x3 11 7- 4-0 13-4-0 LOADING ( psf) SPACING 2-0-0 CS1 DEFL in loc) Well PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.08 V >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0,12 V >680 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 L n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 96 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS ( lb/size) B-364/0-8-0,L-228/13-4-0,S--280/13-4-0,T-638/13-4-0,Q-113/13-4-0,P=177/13-4-0,0-123/13-4-0,N-253/13-4-0 Max Horz B-1 00(load case 4) Max UpliftB--1 23(load case 4), L--71 (load case 5), S--285(load case 6), T--224(load case 4), P--70(load case 5), 0--47(load case 5), N-- 79(load case 5) Max Grav B-364(load case 1), L-228(load case 1), S-1 24(load case 4), T-639(load case 6), Q-1 24(load case 7), P-1 77(load case 1), 0- 1 23(load case 7), N-254(load case 7) FORCES ( lb) - First Load Case Only TOPCHORD A-B-22,6-C--185,C-D--125,D-E--IO1,E-F--184,F-G--117,G-H--134,H-1--145,1-J--142,J-K--151,K-L--159,L M-21 BOTCHORD B-V-111,U-V-Ill,T-U-111,S-T-111,R-S-111,Q-R-111,P-Q=111,0-p-lll,N-0-111,L-N-111 WEBS F-S-53, E-T--338, D-U--45, C-V--51, H-Q--91, I-P--130, J-0-97. K-N--180 I NOTES ( 6) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; I I Omph; h=15ft-, TCDL-6.Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1,33, 3) Truss designed for wind loads in the plane of the truss only. 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 8, 71 lb uplift at joint L, 285 ib uplift at joint S, 224 lb uplift at joint T, 70 lb uplift at joint P, 47 lb uplift at joint 0 and 79 lb uplift at joint N. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated an this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. UP42994* 1409:11 I'm I US - I at K ILI W& IPA 11#140 IRM'm 9 DINSHHH"M M" 1 2 11 1IWEMEMORIVINOMMINtm, ton, NC 27215, Jeff Kerr --.0-06-`sFe-b 2-0 2003 MiTek Industries, Inc. Tue Apr 22 16:26: 1-0-0 7-2-13 3-1-3 3-1-3 6-5-5 Scale - I 5X4 = EI 3X6 11 axio -- 1-9+0 9-0-0 11 LOADING (psi) SPACING 2-0-0 CS1 DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.05 B-G >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,25 BC 0.38 Vert(TL) -0.13 B-G >999 BCLL 0,0 Rep Stress Incr YES WB 0.22 Horz(TL) 0,02 F n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/def I - 240 Weight: 101 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-1-0 oc purlins, BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 6 SYP No.2 REAC`11011S (lb/size) B-851/0-8-0, F-766/0-8-0 Max Horz B-1 11 (load case 4) Max UpliftB--215(load case 4), F--1 37(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B-26,B-C--1362,C-D--1054,D-E--1049,E-F--13 BOTCHORD B-G-1179,F-G-1107 WEBS C-G--3521 D-G-677, E-G--255 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; I I Omph; h-1 5ft; TCDL-6.Opsf; BCDL-6,0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of ff fabricator to increase plate sizes to account for these factors. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint B and 137 lb uplift at joint F, 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) F. 6) Truss shall be fabricated per ANSi/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not pail of the review or certification of the truss designer. LOAD CASE(S) Standard V1 #143-oul C/11sk/4-17-3 , 53906899 CJ3 JA I Job Reference option Uiiiv-ers—ai-Forest —Pr6-d66-ts, Inc—, Burlington, NC 27215, Jeff Kerr 5,000 S Feb -202603 MiTek Industries, Inc. Tue 2-10-3 0-1-8 LOADING (psf) SPACING 2-0-0 CS1 DEFL in loc) Well PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.01 A >999 BCLL 0.0 Rep Stress Incr YES WEI 0,00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/sIze) C-57/MechaniGal, B-204/0-8-0, D-26/Mechanical Max Horz B-63(load case 5) Max UpliftC--52(load case 5), B-80(load case 4) NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 1 10mph-, h-15ft; TCDL-6,Opsf; BCDL-6.Opsf; occupancy category 11; exposure 8; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed -.Lumber DOL-1,60 plate grip DOL-1.33, 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint C and 80 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. A Elm runs I Truss Type I Qty I Ply I Centex-Orlando/1 928-8 & C/jsk/4-17-3 , um U4 = 4--6-0 9-4-0 HM um U4 =_ 1-0-0 Scale - 1: 2-0-0 4-1-8 LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.02 F-H >999 TL20 245/193 TCDL 10,0 Lumber Increase 1.25 BC 017 Verl(TL) -0.03 F-H >999 BOLL 0.0 Rep Stress Incr YES WEI 0,03 Horz(TL) 0,01 F n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defi - 240 Weight: 36 lb LUMBER REACTIONS (lb/size) B-443/2-0-0, F-417/3-2-8 Max Herz B--55(load case 5) Max UpliftB--1 37(load case 4), F--1 21 (load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-562, C-13-452, D-E-448, E-F--553, F-G-21 BOT CHORD B-1-462, H-1-462, F-H-462 WEBS C-1-72, E-H-52 BRACING TOPCHORD Sheathed or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, I NOTES (6) 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-1 5ft; TCDL-6.Opsf; BCDL-6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1 -60 plate grip DOL-1.33. 3) Truss designed for wind loads in the plane of the truss only. 4) Gable studs spaced at 2-0-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint B and 121 lb uplift at joint F. 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibiiit) for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 113143 M-MMI 928-B & C/jsk/4-17-3 I 1__ Job Reference (c Burlington, NC 27215, JeffKerr 5,66-(—sreb 20 2003 MiTek Industries, Inc. 3- 110-8 4-0-0 LOADING ( psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.13 Vert(LL) n/a n/a TL20 245/193 TCDL 10,0 Lumber Increase 1,25 BC 0,06 Vert(TL) -0.02 A >762 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) I st LC LL Min I/def I - 240 Weinht: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) C-93/Mechanical, B-239/0-8-0, D=36/Mechanical Max Herz B-82(load case 5) Max UpliftC--74(load case 5), B--73(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22, B-C-30 BOT CHORD B-D-0 NOTES ( 3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-15ft; TCDL-6.Dpst; BCDL-6,0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint C and 73 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilit) for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, 2flMZ9M2EflR= jr- y3 rol 70 mmmon a Job (Truss I Truss Type 53906899 EJ4A JACK Universal —Forei-t—Products, Inc., Burlington, NC 27215, Jeff Kerr 5.000s A-n-A 928-B & Cfjsk/4-17-3 Tue Apr 22 16:26:37 200d--Pabe- Scale - 1: 3-10-8 4-0-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 0.18 Vert(LL) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 A-C >999 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) -0.00 B n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/clefl - 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-0-0 cc puriins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A-144/0-8-0,B-108/Mechanical,C-36/MechanicaI Max Herz A-75(load case 5) Max UpliftA--20(load case 5), B--76(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-13-36 BOT CHORD A-C-0 NOTES (3) 1) Wind: ASCE 7-98per FBC2001; 110mph; h-15ft;TCDL-6,Opsf; BCDL-6.Opsf; occupancy category ll;exposure B;enclosed-,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint A and 76 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPl 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, AMot ON it ON RIBIN-4 WAGON ORM k' FIRM%# 1611 _qq E Eism un Centex-Orlando/1928-8 & C/jsk/4-17-3 N 1fl A ENDJACK TRUSS, ton, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 6 0I Job Reference op Lion4l) k Industries, Inc. Tue Apr 22 16:26:37 2003 Page I cScale 1: V1 IE Wf"PWIM TCLL 20,0 TCDL 10.0 BCLL 0.0 BCDL 10.0 U4 = SPACING 2-0-0 Plates Increase 1,25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2001 CS1 DEFIL in loc) I/cletl PLATES GRIP TC 0.22 Vert(LL) 0.07 B-D >897 TL20 245/193 BC 0.43 Vert(TL) 0,12 A >177 WB 0.00 Horz(TL) 0.00 C n/a Matrix) I st LC LL Min I/clef I - 240 Weight: 19 lb BRACING TOP CHORD Sheathed or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc; bracing, REACTIONS (lb/size) B-212/0-11.5, D-202/Mechanical, C--17/Mechanical Max Herz 8-73(load case 2) Max UpIiftB--1 66(load case 2), D--62(load case 3), C--90(load case 2) Max Grav 8-212(load case 1), D-202(load case 1), C-81 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-E-18, B-E-118, B-C--5 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE7-98 per FBC2001; 110mph; h-15ft;TCDL-6.Opsf; BCDL-6.Opsf-, occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1.33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint B, 62 lb uplift at joint D and 90 lb uplift at joint C. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-E--60,0 Trapezoidal Loads (pit) Vert: B-6.8-to-D-1 13.1 LOCOMIRM M R ;29 MM 928-B & G/jsk/4-17-3 , El s Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16:26:37 sum 4-10-3 4-11-11 LOADING (psf) SPACING 2-0-0 CS11 DEFL in (loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 1.25 TC 0.24 Vert(I-L) n/a - n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 010 Vert(TL) 0.05 A 354 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 17 Ile LUMBER BRACING TOP CHORD 2 X 4 SYP No-2 TOP CHORD Sheathed or 4-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/sIze) C-126/Mechanical, B-275/0-8-0, D-46/Mechanical Max Horz B-1 00(load case 5) Max UpliftC--94(load case 5), B--69(load case 4) Mal 116,11, NOTES (3) 1)Wind; ASCE 7-98 per FBC2001; 110mph; h-15ft;TCDL-6.Opsf; BCDL-6.Opsf; occupancy category ll;exposure 13; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1,60 plate grip DOL-1,33, 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint C and 69 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, XWENZEME= 0 i i!amp MEN HEM 53906899 lEJ7 I JACK 1 114 1-0-0 1 7-0-0 U4 = 6-10-8 0-1-8 LOADING (psi) SPACING 2-0-0 CS] DEFIL in (lac) I/defl PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0,55 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0,20 Vert(TL) 0A7 A >93 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) -0,00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/def I - 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- case 5), B--62(load case 4) NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-1 5ft; TCDL-6.Opsf; BCDL-B.Opsf occupancy category 11; exposure B; enclosed;MWFRS gable end zone cantilever left and right exposed ; end vertical left and right exposed:Lumber DOL-1.60 plate grip DOL-1.33, 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint C and 62 lb uplift at joint B, 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements, Plates shall be of size and type shown and centered at joints unless otherwise note Provide bracing where indicated and within 4" of interior joints, Bracing indicated on this sheet is to reduce buckling of individual members only and do not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet f conformance with conditions and requirements of the specific building and governing codes and ordinances, The truss designer accepts no responsibi for the correctness or accuracy of the design information as it may relate to a specific building, Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, ZMENZOMEM bMrdiNW7A UPUIRMAK62"i MvrmME Elm RM 17 ENDJACK TRUSS' b Reference _e foption,411- crest 45-ro-d-u-c— o__ ts, Inc _,Bu_r1fingfon, N-C-2-7V5"Jeff !Od s Feb _2_02_L03_-M`lTek Industries, Inc. Tue Apr 1-5-0 5-8-7 4-1-10 Rrm LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Well PLATES GRIP TOLL 20,0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.02 F-G >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.06 F-G >999 BOLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/clefl - 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-428/0-11-5, E-403/Mechanical, D-222/Mechanical Max Horz B-1 63(load case 4) Max UpliftB--194(load case 2), E-36(load case 3), Dm-148(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-H-18, B-H-18, B-C-B42, C-D-46 BOT CHORD B-G-781, F-G-781, E-F-0 WEBS C-G-169, C-17-857 NOTES (3) 1) Wind: ASCE 7-98per FBC2001; 110mph,- h-15ft;TCDL-6.Opsf; BCDL_6,0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed -Umber DOL-1.60 plate grip DOL-1,33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint B, 36 lb uplift at joint E and 148 lb uplift at joint D. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints, Bracing Indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responslbillt for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard 1) Regular: Lumber Increase-1 .25, Plate Increase-1,25 Uniform Loads (plf) Vert: A-H-60.0 Trapezoidal Loads (pit) Vert: B_-1 .7-to-E-49.5, H-40-to-D-1 48.5 ix OR C, 3 C, 5 w w w w Lu w w w w w w w w w H I HlA HlB HlC HlD ME HIF Tl Tl TI Tl Tl C? 9 Co 0) Lo TI Tl Tl Tl Tl Tl Tl Tl Tl Tl Tl Tl BW r Gli 11 1 4t "tC94 T2ww —w w w - w w- w GE-2— L--G 3 19-4-0 2-0-0 5-4-0 40-0-0 CUSTOMER NAME: NOTES: IS THE OFCENTERHOMESORLANDODIUNIVERS& / STHISHOFFENERDRAWING LLC. AND ISPROPERTYNOT TO BE PROJECT: C: USED FOR ANY PURPOSE DETRIMENTAL To DIE INTEREST OF UNIVERSAL SHOFFNER L.L.I. dc Q4 THIS DRAWING MUST USED IN CONJUNCTION1928ELEVATIONB & C ROOF WITH ALL OTHER TECHNICAL DRAWINGS SUPPLIED BRACINGBYSHOFFENERINDUSTRIES, INC. AND TIONS AS PUMUSHED BY THE TRUSS PLATEOATE 4-16-03 WOOD COMMENTARY AND RECOMMENDA- SC QUALITY PRODUCTS FOR QUALITY BUILDERSTS INSTITUE' N S. TE FOR INDUSTRY STANDARDS IN ERECTING Y' TRUSSES, (=,IS LOCATEDAT583 D'ONOFRIO DR. DATE: BY: SUITE 200 SON, M 53719 DATE: BY: REVISION: REWSION: (608) 833-5900 DATE: By: I UNIVERSAL FOREST PRODUCTS NLR SHOFFLLC, 5631 S, NC 62 PHONE (800) 476-9356 BURLINGTON, NC 27215 FAX (336) 226-9103 cry CIL 2 p„ c!r ra 'ffi. SKIN} is » n srS3 son ,a' rnaT aors. REVISIONS aR5 (24 GA SxiN' A7 Ta w/ rcc we k na ) Rey. N0. ZONE; DA7E: ECN NO. 4Ppvo: DESCR3p7 4N rQ,,.now+L 3sc suss > j 82 t AtY'N Q7Y (1) WAS (2) FOR TRACK SOIT I 3 i Nca zoNTAc, TMx ' sr 21 CA WN, tda SIDS hTTACNEO TO OOCR SCG9 Y iS4AL'aF11 (TO S1kij TOP, Bartow t CCKMAI i -Y.M V t7 44 C}Lv" Sim l44 f 1 'h\A' C,iH /ASi4wowCC Tp W0140 Pali a { IA' J $ LISTED 7l4 K TNKAM3Sf f ' "' f l , ,/ Tw roSC'.[ L jr.owr n Ll REPORT # 9eceC r rr1 r Ti1ACK ON w Ost NON StC1 OH. CTC.) jl a.618' SiKCT NCTK A comlQ{. vmo' 4E= Lac% KVION wx, OQQA many Vl#^ P _ ,. • MN 'H . .rw; a 1". , YK, 'ELT Hw'^r NO. r }. aA6 StACA3 U' 19 OOORVP O FROMOIROAA WfII,DCU.V OATT]•a%NOHSPow 004A-CM,04 CONSIST Of (SSCCONs 16f,4WAGC r3FIP RCCJW{7 dU `+G%'>. iMY BC JJlWiL iNH31OP YOU1ti+iD ST 8Y ODOR MSTJ411A (i6 S17) y. S IC4 PS2CMi4. +u+ a5 00 M7i '17W'TfA LG+ OU4 rui`JiX Pe:E w / 70 4.E 1iW. CMA'. STMEL CHa AL A W ULY, 3iT71 1trrTA. S3`At 2' FHtOK /SDK UR C C3 3 M — un RVAP 4A r aN a_ e a cA uyv s to t/ -s 6' 4+CKt75 rASfT11('.' P%'X1% J1+8 Cs.3 I is c+. wn srct4 de./r PAN HEW seAtwti `'. Psni aHt Vc scRir ; CL. aK,n CGT4O wpN C-AC+ aw. (tD SC1V`sS ltT UTO e L (5 31 (A-A0 C" CAy,4uu 21N9 aA1(LO-ON PAWCA, y I i iL. ALtrN Semis GN 77- 7 Cpii£RS m p vJSi7, AO. RWND PymIH WO A ?A40-ON 00-YWEA 1j 4Nio LaiaH TNGCTS % / /A3TSNLY (OPit 6G ROUdA) IS v WHC[ L. TOP CW APPf40 TO SOM Pm ,W 6Or.RCRI. w.5YD19 1N- ti D Y'SSN 1 '.ST 07 sRT7. SKw. t 2 CA. W.LY, STM TOP 'ONTO YFRSiG4 TWI, 'Luv O.a• wN, NAwl RCOl ! =' O .. 4TTCL MhC% I CO TO L 1, N aNt S P 0, oN E ,Race o, v orn uY sz c>x fn - NK eHq 3 d iJ BPKXfT Ar* w/(A}iYri. xixi cAoimacofaocR.r Nor .couulea) To Paro+•:x A vuisi, toss arum rn.eK tR 8j+we/q a _wT+ sc w a1 if+,a/a^ EMTu ucsA{. ' iFaVmr+c rrs.. HoxuaTA. i 9s ea trot 171 ONE )/A•Ys/e "ea.r • w.Yr S•) eJ5 ail+ + scRh'e rsA Cl+o k+a1b S,NP W .;ewis, iAw+YYR iDKs. OR M7 i fA' CIA, wi75• tt ovis)ae wztta MllaiL CN6 7. 04t SNOA7STLW, is StCC4 R4%liA. u cuv, siccTa SS;o5's° SAtlPiG "°•mri n RK ' PY, 1#44 P.C. LLJ1 >' wear arxr+ P&Eh'd Ji ._Rs sY on.r srcleei e.a s1.aRY,N P.t, 'A P,C 0=2 4A£k A' L1'dO4 it lifdi m. • . j5• gnu u_siq j7 a (K} a/s'wtlA' siV { I LO.meswue OESiGN 10A.'i$S r24.0 PST & III SO DA. O.Lv, YiiLl i TARP'!X: sCA£iS. T1 'R99 ON i3+t OtSxa1 OF iNC i43PPPan r 3TRUC11tw1 { li3ACMS 1tk0 snroIaTK W K51 ana a SIX mw et 3K PtsaeAamLrn a nx PacrTsaaw OR TEST LOADS: +36.0 PSF & -37A PSF J• SAty a 2O G CALv, STiI ll. 6VID4a- I O/ O=% AE DOA9 FOP ifiC Aik.aYPC OR S' r7nA7UPEAN0 nI ACLOROAMa[ j 7' SAR GW Si1Ot BOLT mM CVMWW SWDPA CODLS fOR MC LAWS LA= ON am w. wwm us a.E w A 2-,-2-, PATreAN !1.[, TrD u-OARS snu Lae( a: ucts nu DR.m w. INTO A i/S' ON DOTPDu 3CCTY01+, U-4W 4H NfXr ltRri^ L , A. stc qN CTC.). UCA V-W ATTACWW rRAC 4 OK Unw. a 5 on4 ONn+» % ] j L{1 T l,2 1914112 j 7" xrN 3%+'r3 4' stir' TA?ANG SCk(%5 tG{x a+'euc"PRa cn s3,' TO.ER.INCS P.. 1 L l.J t"1LCirrdnnoli 452 rsn srax aeAnoN d. Ha i-t3 b)-+tto OF Ow.N.. a" w.n'" as .i, ""o fm th. i- SiY782-3915 Ac0 6ESCR}PPtN MO}..bRST wa lb-9 x D-{; Z4J-2{, 5 DES-N LCAD, ac cA ryv, sr_n eozicN mn.cuer i / w>a, +,N JOATS; aJSD/40, SCALE: NTS 10WG. AngCrtD 'inM (13 jias/dSNTYT uTrAL SCAMS" % / 1 0..,. .,.,scr,. u..rre,,. . 9000 t•6dt R NUWNUU Cfn9UmON c"if( zt/2' CHECKEO gY; MWW GATE; 4J18/00 SHEET I a uNTt wG1Y4EASnnP, i /'j/ ' Fh ra rvaga. +. vaw. ata.d ou.,,,.)., PraJaaiton tii/ pyy Ngp. AP4 w vtUiE:i.;DW', NO.; 70273D ,REV. NO, t 1 0. 8 . 2-1/2' a s 2-1/Z' PFI4 *5 SHN VACt S" GvvMckTO7X _lUe-BLI-K cm Thermo-T- h—S.i,R 0-1 Wood rlo— SY$tOl Single up to 5'4 x VC ./wo 5id4l s IouWs up to B'4 s 3'0 -/.. silWo, X, ox, X0, QX0, )V, 0yX0 Th. hood and side jo b. ars Fr9wimt pine meo.unng P m;r. 4-9/16' with a ;12' robbet-of stop. 3/16 TAPCCN is' O.C.1/2- DRYWALL TYPE ANCHOR 3/16- TAPCC" FUZFUNG TYPE ANCHOR 1/2. DRYWALL uAs UASON lifinh Lwd7fL 2 r MNG 2X SO IX %0( LNMRto --7 Tk-CON 5— -t. 2) CONCRETE o MASONRY SLOCXe, 712- ORYWAju N 31ift' TAPCOH x uucx 1 r 2 PRRA3 TYPE ANCHOR S= TAPCON Of' ECUAL 235 LB. SHEAR RATING) A20M seenot. 2) z7, 3' MAX. 1- 1/4: WK. SHIM SPACE T IVMCAL SZE 1M TO Tx SUB-ax-K 1, This system has boon ..aiuctof for use m locotiens ,th.-9 to the norido BUlidirg Code 4 and whe,v pFossuro rvquirvrnants 03 dstsr ;red by ASCE 7 Minimum Design Loads for Buildings and Other St,,ct.r*3 do not -ca*d the design prvask,r. ratings listed her#in. 2. For wrwe the sub -buck is We than 7-112' (FBC section 7707.4,4 Anchoroqe Methods and sub -sections 1707,4.4,1 and 1707.4,4.2) Topcoi type concrote onc" must be used and the length must be such that a mipimum 1-1/4' engoganent of the Tcpaon into the masonry wali is obtained, T9 Zx sus -a" r,/2- U?Yvv I x 2 F?;U&.G 3/16- TAPCCN TYPE ANCHOR f aE22 r+ P— R S;r,gl. Positive 6T0 PSF tqeq.tjve 67,0 PSF Singie with Sidelites Positive 60,0 PSF N-906v0 600 PSF Double *Iwo S;de;jtes Positive 47.0 PSF Naq.b— 47,0 PSF 813.684,381I CATE- 4/3/02 SCAU-1 K74. DWC. SY, W,LN. CMK, BY: it DRAVANC NO_ T-02201 SHM I W I Thermo% Ot-S.inq 0o., Wood System iiAx mL PRESSURE RATINr Positive 57.0 PSF Negative 67,C) PW Sirgi. up W 5'4 . 8'0 /.. 3;d.1 Double up to 8,41 . a'O 4 Single With S"ddfitm po5jtjre 50,0 PSF Neq.til. 60.0 P5F Cc C'4 X, Ox, X0, CxO' xx, Cxxo ? oubjs ./.o Sido;ites Positive 47.0 PSF Negative 4TO PSF7 Sin L0 The head and side jambs are fin -joint pi- ------ rno.sv,iN a rn;n, 4-9/16' wkh a 1/2' rabbeted Stop, MASONRY LWM LI 3/76- TAPCaN 1 2 f7RRWC lZ TYPE ANCHOR J. 18' O.C. OR Z a M-ASONRY L1MEL 1 2 FIRPiNC CL ORYAAU Trn AJIC,4 Ix &C< 1TYPEANCHOR25' MAX il cc 1—7 SHIM SPAGC 16= 10 3/16' TAPCON L TYPE Ati NCHORQ I n: z V, 7 H % 'I"; JAWS 'a 8 2-1 TO SUB PFH INS uCONCRETE v oo n HEAD JAMB MASONRY BLOC9 25" IJAX S SPACE 1.25" kw.. 7A- CON Li 3/ 16 TYPE ANCHOR ZLCQ TAPCON OR EQUAL 3/15- TAPCON W 1, 15' MK TYPE ANCHOR Ln Iz LB, Si4&AA D4, FATING) C, rt .25' tn SHiM SPACE tz LI 0 to AgN. C- SpiK < 11" WS .7_7 te 1 2 FRRINC DRYWALL 7, LI ky x BLCK AVERMALStDEAWS73 Ix SUB —BUCK OsufLwwo F PINO 1- This y.tohn has b.— evaluated for in J= tions oh.1mg t. the Ft -id. Building Code 11554-Wl p15' MIN- S and here Press— requirements s dvt-i sc by ASI-E7 kinih,. Design Loads for 8.ihti,qs C__ 14NK DRIMW"44 DATE, 4/3/02 2x BUCK and Other 511—t-es d. not exceed the design pressure rctirgs listed hera+n, SCALE: N.T.S. 2. For here the is ism thcn 1-112' (FBC section 1707,4.4 Anchorage Methods TO 2X SUB -SUCK M BY: W.LN, and sub -sections 1707.4-4.1 and 1707.4,4.2) %PCon type concrete anchors must be used and the QHK BY: R'W' length must be such that a minimum 1-114' engagement of the Topton into the masonry wcV is obtained. DFAWWO NO.: 3. When using c IX vub-b4ck a 6-9/16' lamb is required to wfow for Mir. edge spacing to, Topton type crohos T- 02203 I Thermo—Tru In —Swing / OLt—Swing Door Wood frames S),sler MdUbjW =8&L HQMIN& 317F., Single up to 5'4 x 5'0 ,/.a s;dclites - Double up to 8'4 x WO v1wo, sidel;t*3 F MNMURAMNS: X. Ox, X0. OX0. xx, 0XX(J Tice head and side lambs 7r* 5r,Wjoint pine measuring c min. 4-911,5' with C 112' rabbeted SZOP. DOUBLE 2X HEADER SH& Ah" 1/2DRY19ALLZ. SINGLE DOOR 2x STUD 2X JACK STUD PFH WS 1/2' oK 2- 112' PPH *15 , VVrrAL SZ,' AWS EUE- p, Uir, tj EEESLtJ 71NG: Single Positive 67.0 PSF Negative 67.0 PSF Single with Sicelites Positive 60.0 PSF Negative 50.0 PSF Double W/ wo Sidelites Positive 47.0 PSF Negative 47.0 PSF This system has been evaluated for use in locations adhering to the Florida Building Code and where pressure requirements as determined by ASCE 7 Minimum Design Loads for 3Q and other Structures do not exceed the design pressure ratings listed herein I I I/Veua ouwI OwsvLWMt .41 813.684.31831 OATF 4/ 3/02 SCALE: KT. S. O*a T2 "EL OiK, 5r. & W. 5p7wic ;Z M THERMAoTRUS GENERAL NOTES I, THIS PRODUCT IS DESIGNED TO MEET THE SOUTH FLORIDA BUILDING CODE 1994 EDITION FOR AAAMI-DADE COUNTY Z WOOD SUCKS BY OTHERS, MUST RE ANCHORED PROPERLY TO TRANSFER LOADS To THE STRUCTURE. 3, PRODUCT ANCHORS SHALL BE AS USED AND SPACED AS SHOWN ON DETAILS, ANCHOR EMBEDMENT TO BASE MATERI SHALL BE BEYOND WALL DRESSING OR STUCCO. 4, DESIGNED PRESSURE R477NG SEE TABLE PAGE I. 5, THIS PRODUCT DOES NOT MEET THE WATER REQUIREMENTS FOR MIAMI-DADE COUNTY. 6. MDWI-DADE APPROVED IMPACT RESISTANT SHUTTERS ARE REQUIRED EVE SIT)FIITES_2b1LT. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. ffcg_gheffs_- Fiberglass avg. min, yield strength Fy'rnir,,=6,0110 psi SmoothStar 0.070" minimum skin thickness FiberClossic 0. 1 10' minimum skin thickness More desron Polyurethane foorn core, jthj,q jbs. density by, BASF. Pone! mode r Ccm uThwnel skin is caristr,,Icd from 0 070 thk Mgn a nd C}. The Inlefior cavity is fbed with 1, 1b, density WF rethane foom. The pant face sheets are glued to the wood stiles and foils. The on ?,c , rnnforced with 0 wood lock b1c- LA N1, himecsuri 2,375 x 14.0 JON at the strike and dtodW location, The hinge stih- is Finger Jointed Pine and the 'op ond bohom rail am Of c wood composite material. In the double door application the inactive 6w is filled with an extruded aluminum astragal (Wind JoInber v) of 6063-T6 c1loy. The frame is constructed from f;rr jointed pine. The1tV1snj`o1W19ro the side with (3) 169a, I/ crown x 2' long staples al each side, The I , I ore secured together in c sidefife opplicolion using 18 x 2' king PFH Wood Screws (6) screws Per eoch mullion. The units use an Inswing Saddle threshold measunng 5.75' x 1,548', it zin - The sidelile panels ore sandwich 94ozed vsJ 9 two piece rome, hey are dry glazed on the extend with on 8 hk cellular C'MoVII 17 1 gqkurng tone, Stile -II Tape) caulked with Orone. The like frames ore held a 18 x 1 112 Icing Ploscr" 37.5' MAX OVERALL WIDTH 36' MAX PANEL WIDTH Tj :z eo CL CD 12f 4 e Cc L SINGLE LNSWI LNGUN-7 i — 74.5- MAX. OVERALL FRAME WIDTH — 36. 525' MAX. 3PANELWIDTHW ASTRAGAL ZD ZD ZE loo- 105. 5- MAX, QVLHALL tr(AMC "IL- 36. 625' MAX. PANEL WIDTH WIASTRACAL 415. 5- MAX. AME WIDTH 13. 75' MAX, Ff1WIDTHLS 68. 5- MAX, OVERALL WIUIH— D 36' IMAX. OR PANEL WIDTH DESIGN PRESSURE RATING N ILTRATION CEM UNIT TYPE I NEEDED SINGLE + 657,0 PSF - 67 0 PSF DMANUF OUBLE + 55. 0 PSF - 55 0 PSF 0 I LE & ; L + 55, 10 PSF - 55,0 PSF WITH SIDELITES Is, MASTER 7HI,71 7, 125' MAX. D. L.O. WIDTH 15.5® MAK FRAME WIDTH 13.75- MAX. WIDTH 7.125' MAX, D, L.O. WIDTH I 13 coo 2, 211 CC ZO n On U-) Lj 0 0 :2 LLJ0 - D co 0- a: 3FA O.,cos/10/ 0 p Tl N 2 DOOR PANEL 29 42 z 33 4 3 SEE NOT4E 34 V pO 5 NT- LD 41 L'i Li SEE NOTE : L S T, 4 5' MIN, GLASS THK, INTERfO O ego 25 FOAM GASKET oa SILICONE GAP BEAD 67 o lf"a 1 1,68- MIN. 62 PANEL THK. 0 42 o - , Ll Zzo cc '03 cc 2: CLw 2 Z O O z 13 SEE NOTE 14 5 SHT. 4 29 sc*a.- 112' n a, TJH RW Rl S"ELii 5-2151ITE IAN,, RAl I iYRAPUI 24 r R O SEE NOTE 2 SHT. 4 C3 q) 27 0- 6 o ti, INAC77VE ' RCTNE T) 3C g 3 30 J u`n, z RETAINER 31 1 I BOLT B-0' LG. TOP 2BOTTOM (2) BOLTS I ERIOR AT TOP & (2) AT SOTTOM SEE NOTE 6 3 n 16 SHTT. 4 FOAM GASKET & U o" z 1 43 SILICONE CAP BEAD 3 ASTRAGAL S££ NOTE 5 SHT. 4 1 34 rq— o" U 2 z o 1 7 8 43 33 o UoZ5bm8 <g aa ` trr3 1.15' MIN, LKT—RI R 10 r xT£RroR u rr j— .25' MAX. SHIM FOAM GASKET & g q° p (j til 15' MIN, C-SlNK SILICONE CAP BEAD34ztic SEE NOTE 43 5 SHT. 4 33 N R R y 4 Y 36 i v u' v 25 0 w 41 U 1 J 6 26 9 10 29 `° a a SEE NOTE 1 z 37 SHT. 4 3 v 4 SEE NOTE Q 7 SHT. 4 2 H R! N7 R S CT1 N o v O ° v p 3 0 HINGE JAMB TO SIDEUTE Z bNSULTiddiTs. 9reC. i s sa3,aa.sass 29 36 e 3 41 tt T . r, NTH i lJ':> "#Si ire• , `.% > 1'i d6 c eaTe DS/10 01 cow 7 ¢ SEc NOTE 1 i•;.itl= 1/2. _ 1 YNTERIOR SHT. 4 l," Z CT UIRS + i y4j pa b vrvc. - TlH cEac, er: RY! 3 H 70NTAL CROSS SECTION tfl: 1 3 ® SIDEL!TE TO BUCK s't¢T 3 or 8 1, 15- MIN, EMBED, 15' MIN, C-SINK 25' MAX SHIM SPACE LATCH IAMB To BUCK. NOTES: 1. SPACING FOR ITEM NO- 41 (LITE FRAME SCREWS) 15 AS FOUOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5' 16.5®, 27,57. 38.375-, 49-375- & 60-375-- HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2,125' IN FROM EACH CORNER. 2. SPACING FOR ITEM NO, 27 (18 x 1" PANHEAD SCREW) ATTACHING THE ASTRAGAL TO THE p44CTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1®. 3, 5, 18,25'1 40.5". 59.25, 74.25, 76.25' & 7515'. 3, THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) 16G4 x 112' CROWN x 2- STAPLES AT BOTH SIDE 4, THE THRESHOLD 15 ATTACHED TO THE SIDE JAMBS WITH 2) 15GA x 112' CROWN x 2-5' STAPLES AT BOTH SIDE. 5. THE SIDELITE IS DIRECT SET INTO THE JAMB WITH (72) ITEM NO. 43 (18 . 2" PFH. WOOD SCREW), THERE ARE (4) AT EACH VERTICAL JAMS, FROM THE Top DOWN AT 13'5', 31-, 48.5- 66-- THERE ARE (2) AT THE HEADER AT 4- IN FROM THE OUTSIDE CORNERS OF 774E FRAME THERE ARE 2) AT THE SILL, 4- IN FROM THE OUTSIDE CORNERS. 5. SPACING FOR ITEM NO43 (18SCREW) SECURfNG THE MULLIONS TOGETHER IS THE SAME AS THE PERIMETER ANCHORING SCREWS. 6' DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- O.C. 7. WHEN ATTACHING THE HINGE TO THE JAMS AND THE BUCK USE ITEM NO. 12 (JIO x 2' SCREW) WHEN ATTACHING THE HINGE TO THE JAMB AND THE SIOEUTE AT THE MULLION USE ITEM NO, 37 (jfI0 x 1 3/4' SCREW). 1. 13 mill. EMBED. 15' MIN C- SiNK HINGE JAMB TO BUCK, SEE NOTE 6 SHT. 4 FOAM GASKET & SILICONE CAP BEAD SEE NOTE 5 SHT 4 Ln 41 SEE NOTE I SHT 4 HORIZONTAL CROSS 5ECTIQN r, STRIKE JAMB To SIDELITE 7" 12 70 SEE NOTE 7 SHT. 4 25' MAX. SHIM SPACE 0 co co0to0 — I CLOMLLI 0 co CL REMEM scxL- 1/2' = I vw' G. BY; TJH cwl. Sy; Rw DPAY. c - S- 2151 m 4 of 8 SEE DETAIL SHT 5 33" 6' 3' 6 3- 3 T-7 A I TYP. 73 II II 1 Typ IT TYP, \SEE OETAJL SEE NOTE 3 SHT. 4 in i SEE NO ' F- SHT. 5 lw SHT, 4 SEE NOTE SEE DETAL 1.0 n 6 SHT. 4 --E, SHT. 5 10 u TYR. 7YP. CL 4 SEE NOTESEEDETAIL SHT. 4 G' SHT. 5 TYR, SEE DErAJL SEE NOTE -D- H' SHT. 5 Typ- 4 SHT. 4 93 — SEE DETAIL -c- TYP. G" SHT. 5 4 14SEEYPT, , 14 TYR, B. Typ' 43- to 6 3 Mg ME E&TRAL FLORMA B-()-A-Fv SINGLE 292 DOUBLE MR tZ2QjUT-U MANUFACTuRIER NAME, MASTER A 0,357' BOLT DEEP ENOUGH FOR A 2' 13 BOLT THROW t-712 10 13 73 IQ 10 2ETAiL DETAIL ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL 'E' z1STRIKEPLATc"OWETONFRAME AT THE THRESHOLD 7 I SEE DETAIL E* SHT, 5 Typ. SEE NOTE 4 SHT. 4 Lj o co 00 00 513, 684-5531 m 0811 L/O sc- e N. T, S. vT IJHCw, er RW op— K ho, 5- 2151 5 o, 8 URER SEE OE7AA- SHT. 5 MAS IL 3-34^ 3- SEE NOTE TYR. 3 SHT, 4 SEE NOTE SEE NOTE\ TYPSEE OETAJL 3 SHT, 4 6 S-M 4 F' SHT. 5 33 c- u-) TYP 4 ' SEE DETAIL C' SHT. 5 SEE DETAIL SEE DETAIL SEE DETAIL TYR. -j 'E' SHT. 5 E- SHT. 5 -W SHT, 5 ll TYR TYR E T` TL _,r SEE DETAIL 'K' -K' TYP.® ml— SEE NOTE "G' SHT. 5 14 4 SHT. 4 TYR, 14 TYP. M Typ Il 3, 3- SEE NOTE 4 4 SHT- 4 TYR. SINGLE DOOR W/a0EJJ=S 453' CLASS 61TE 463' GLASS 817E 33 EXTERIOR 1 34 32 40 1/ 8- TEMPERED 32 R 25 1/8- TEMPERED 25 GLASS 40 GLASS O L2 0 .25' AR 0 2, L -25' AIR Q O 0 SPACE 0 SPACE 0 TEMPERED z 118- TEMPERED GLASS T, CLASS 41 INTER* SEE NOTE 36 I 61SHT. 4 41 25' STEEL Sf NOTE 1 _25- STEEL INTERCEPT INTERCEPT SHT, 4 SPACER SPACER 5' IN fTF IN 5' INSULATED Ass W/ ETS j JTF FRAME GLAZING DETAIL TCM LE ,AZG DETAf Z 05 LJ O coIL CS`S R: : C, C) 0 co m XZ 17::F O L 08/ 10/ 0 ILL N.T. S. c. Vv: TJH BY, MR wrf WWI S-2751 5 of 8 Ili-1,,:/1'17i li `11" Ll/ 11 1e 11 1-- - - 1"j- 20 21 WQQQ FRAM 2 3 FINGER JOINTED PONDEROSA PINE I , 92 ' --:: I , 34-- 1NSWlNC ODOR BOTTOM SWEEP HAI sex 035 WALL 1,4IN I6 L 097" 4 x A STEEL j2Q2 HINfF 14 1.077---j 1.531 50ELI7E TOP sk SOT -TOM FW FINGER JOINTED PONOEROSA PINE 1.845 . r-- 7.284- 526' 1,2,32" — 33 pL&*TJC UP I fa FRAM 2 FXTRUDED BTS F9. 141' - 69 7 - ----- T 0.09' EXTRUDED VINYL WALL a 5 OMBOTTOM 17 WOOD COMPOSITE o 4 rn 1. 53 1 ma (D WOOD COMPOSITE 4 1.077- T 1.5,31" 5ipEi gZ BL6LIK ME-SILLE FINGER JOINTED PONDEROSA: PINE 1. 2 54' T I 5,31 FCLAT.QH SIDE ZLL-QOMPOSAE I TOM lTHEEM6-TRU'S_f2_YP PN 34 PLASM LIP LfLE FRAM 1?- iRt IDED TCM 1. 255- 0 1 . 531 5. 75" T 05 1.531 FL. BQ=M RAJ WOOD COMPOSITE ALLMIN M IVI" WA M Q§ Q- THK E&L V7Nn TY`P, I I. 2. 375" BLnLOR tI ONSULTAWS. " WE SCALE! N.TS TjH 30 FINGER JOINTED PONDEROSA PINE cw:. ., Rww opmllc wo.. S- 2751 s7 ° 8 55, TOP RAIL WOOD COMPOSITE 592' ONG R CH COMPRESSION WEATH RSTRIP FOAM CELL CORE W NYL JACKET 3' m I 579- 1 j2g RN WFaTHERSTPIP By THERMA-TRU FOAM CELL CORE W/V7NYL JACKET DRILL TRU FOR 157' Otk ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS pFH WOOD SCREW 2PLCS WINDJAMY-R-11 WRELT--a TRIKP l 3 6 }— 11111 10, 1 —1. 531 - ------ 5s, LA ± SIDE 'f1f p ,T 8. 0, ASTRA9A R Al 0 MATERIAL CIR,,tq, /RCI_ YELLOWHROMA E 1. 531 Z Lj 0cc T a: ri LLLj, om CD 0 Z) C) L— Ez @ i N : ffi 00 CL ll- WOOD -l Tl is Ln ic Li No s 1,025 — M < Z in mo ASTRAGAL HAS 2) 8.0- i BOLTS 0 BOTTOM 2) 8.0- xa BOLTS 0 TOP 1. 767 24 WIN2JAMSER It WR6 ( asTRA AL (A MI '. WAI L TYR 2tll " U=r 813. 884.3831 R F1-21591 JUN-2f-2002 09'52 MILESTONE WINDOWS -407 323 9729 P.02 Fk)iidq Rift6ffs mtaway",Iir 9923HEI19M Alan Plante, Chief Plans Examin] Orange County Building Division Administration Building, Ist Flo 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 3280'2-2687 407) 836-5760 R F, Florida Extruders Fenestration Masteffile Update Mr, Plant0i, This letter updates and clarifies nomenclature regarding buck thicknessca mentioned on Florida Extruder Window, Door and Mullion installation drawin-m contained in the Orange County Fenestration Masterfile. Based upon t discussions at the Mid -Florida Horne Builders Association's meeting at their offic on June 19, 2002, this letter was the agreed upon procedure for manufacturers clarify the issue of "IX Buck" thickness nomenclature used on 1installationdrawing Builders/Installers when pulling permit-. for Florida Extruders windows will have include this letter with the- installation details. Florida Extruders requests t Orange County Building Division to file this letter against the Masterfile Numbe and Installation Drawings Identified on the attached listing. Based upon a review of the signed and scaled engineering produced by Lildo Engineering Company for the methodology used in the development of Flojri Extruder's Window, Door and Mullion Installation drawings, the thickness of L buck in non-structural applications (i.e-, buck thickness less than I 1h") do' s n influence the lateral resistance capacity of the Concrete screw (i.e. Tapcon Therefore, buck thicknesses less than 1 1/7" are acceptable as non-strvau d s y T 0 a tr F 0 L f I s d n t 0 ni 10 attachments when the window, door or mullion is installed using a 3/16' concre I c' screw with a minimum embedment on 1 1/6". Concrete Masonry Units should haveV a T) wall thickness -of 1 1/4' and 'a precast sill's thickness will exceed 1 14". The drawin clearly delineate the requirement that a minimum embedment depth of 1 1/44" mu nbemaintainedbytheinstaller. It is up to -the installer to use the appropriate leng concrete screw so as to maintain the required minimum embedment on I Therefore, for Florida Extritider installation drawings where a non- structural buck is used, nomenclature such ars -IX buck by others" or similar statements shall be construed to mean that a buck thickness of lles;; than I "b- is acceptable. The definition of a non-structural buck is based on Section 17074_4_1 of the Florida Building Code. JUN-21-2002 09:52 MILESTONE WINDOWS 407 323 9729 P-03 The attached table lists all Florida Extruder drawings in the Orange County Fenestration Masterfile affected by this engineering statement. Any questions should be addressed to the undersigned. 22=, Robert I Amoruso, PE r 0 46 MR-1 #111TWill MWFA Cc: Earl Moore/FEI File The letter was signed and sealed AfitA, at, 1JUMSE11"t Jig .7 0 . PTOW ICILIM4W reproauctJon for Orange County Building Division Masterfile scanning. Re: 2W;Z-LTR- 2540 JQW*tt Lane, Saafo, FL —(407) 323-3300 - Fax _(407) 322-3,337 2 is Must have a minimum cl ce of 4 inches around the air handier per the -State Energy code, Att duct has an r=6 insulation voAw,,, 0 I x Li 3() ID O j CD LIJ G--" 4 ttJ Rating Of In im ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN VINDO°./ FLANGE - WOOD BUCK STUCCO BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD WH (TYP_) WI DO`d HEIGHT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL. PERIMETER CAULK BY OTHERS I CONCRETE OR MASONRY OPENING BY OTHERS 6, q --/ CAULK BETWEEN B.W. WOOD BUCK & (BUCK WIDTH) MAS-Y. OPENING INSTALLATION ANCHOR BY OTHERS ONE BY WOOD 3/16' DIA. TAPCON BUCK BY OTHERS 1-1/4- MIN. e EMBEDMENT INSTALLATION ANCHOR 3/16- DIA, TAPCON SHIM AS REQ'D- 1/4' MAX. SEE NOTES) GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL f Q BY OTHERS NOTES SECTION A -A 1) SHIM AS REQ`D. AT EACH INSTALLATION ANCHOR_ MAX. ALLOWABLE SHIM STACK TO BE 1/4". D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063. 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH, TO ACHIEVE MIN. EMBEDMENT OF 1-1/4" INTO MASONRY OR CONCRETE. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAR JAMBS, SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND,I-{, EXTERIOR OF WINDOW FLANGE. F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO'D, 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY. 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH 18 SCREWS OF SUFFICIENT LTH, TO PROVIDE MIN_ 5/8 1W EMBEDMENT INTO WOOD BUCK. 101 FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN. THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS i500 AND 2000 N NSERIESSINGLEHUNIGS. ELEk /ATl` SHIM AS RCO'D_ RIGID VINYL MAX. GLAZING BEAD ( SEEE NNOTES) TYP.) GLASS TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME IAMB CAULK BETWEEN WINDOW FLANGE WOOD SUCK W.W. WINDOW WIDTH) SECTION B-B I PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK 's MAS'Y. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS G 1 i) WHERE WINV IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE # 10 SCREWS OF E 4 h I E D F R I O R SUFFICIENTLENGTHTOACHIEVE1-3/8- MIN. EMBEDMENT AT Vi V ALL INSTALLATION FASTENER LOCATIONS. 1- 1/4` MIN_ EMBEDMENT C> IHERS P m TAPCON LOCATION CHART CALL: BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 30PSF TO 40PSF 41 PsF TO 70PSF 30PsF TO 40PSF 41 PSF TO 70psF t2 r8 1/8 x 25 B B F,G F, G F, G F, G 13 18 1/8 X 37 3/0 B B B F.G F,G 14 18 1/8 X 49 5/8 B B F,G F,G 145 r8 1/8 X 55 1/4 B B F,G F,G 15 18 1/8 X 62 B B B F,G F,G,H,1 16 18 7/8 X 71 B B FG F,G.J,K 17 18 1 8 x 83 6 B F`G F`G IH2 25 1/2 X 25 B B F,G F,G IH3 25 1/2 X 37 3/3 B B F.G F,G,H t 1 H4 25 1/2 X 49 5/5 B B F.G F,G,H,1 IH45 25 1/2 x 55 1/4 B B F.G F,G,H,l IH5 25 1/2 x 62 B B F,G F,G.H,! IH6 IH7 25 1/2 X 71 25 1/2 X 83 B B F,G.J,K F,G.J.K 30 1/2 x 26 29 1/2 X 25 B B B B F,G F,G 30 r/2 x 38 3/8 29 1/2 X 37 3/8 B F,G F,G.Ht 30 1/2 x 50 5/8 29 1/2 X 49 5/8 B B F,G F.G,HC 30 ij2 z 56 1/4 29 1/2 X 55 1/4 B B F G F,G,H.I 30 1/2 x 53 29 1/2 X 62 B B B F.G.H,f F.G,H,i 30 1/2 x 72 29 1/2 X 71 B B F.G,J_K F.G J K 30 1 2 x 84 29 1/2 X 83 B B 2236X25B B F,G F,'GG 23 36 x 37 3/8 B B F,G F,G,Ht 24 36 X 49 5/8 B B F,G F.G,H,I 245 36 x 55 1/4 F.G°H`I F,G,Ht 2 5 36 X 61 B B F,G.H.P D.E.F,GH.I 2527 36 X 83 B B F,G,J,K F.G.H,I,J,K 42 x 26 41 X 25 B B B B - F,G F.G HtFG 42x3$ 3j8 41 X 37 3/8 B B F,G,H,r 42 x 50 5/8 41 X 49 5/9 B B F,G,H,r F,G,Ht 42 x 56 1/4 41 X 55 1/4 B B F,G,H,I D,E.F,G,H,I 42 x 63 41 x 62 B B F,G,H.1 O.E,F,G,H,1 42 x 72 41 X 71 41 X 83 B B F,G,J.K F,G,H,1,J,K 42 x 84 48 x 26 47 X 25 B A,C F,G FG F,G,H,1 48 x 38 3/8 47 x 37 3/8 B A, C F.G F,G.H,I 48 x 50 5/3 47 x 44 5/8 B A C F,G,H,t F.GHt 4$ x 56 1/4 4807 X 55 1/4 B A.0 F G,H,I D.,E,F,G,H,t 47 X 62 47 X 71 B A,C F,G.H,1 D,E.F,G,H,I 48 x 72 47 X 83 FGJK DEFGHIJK 48 x 84 32 52 1/8 X 25 B A,C F,G F G F, G F. G.H.1 33 52 1/8 X 37 3/8 B B A, C A, C F.G,H,1 F.G.H.I 34 52 1/8 X 49 5/8 52 1/8 X 55 1/4 B A,C F,G,H,I D,E_F.G.H_I 345 35 52 1/B x 62 B A,C F.G,H.i FG, H,I D. E.F.G.H.1 D, E,F,G,H,1 36 52 1/8 X 71 B B A, C A, C F,G.J K D.E 6,G,J,K,J,K 37 5? r jH X B3 37 SIZE NOT AVAILABLE IN 1000 OR 1500 SERIES_ 1 INTERNATIONAL, INC FLOR ART TITLE: INSTALLATION DETAIL SGL, HUNG FLANGE WINDOWS - SERIES 1000 , 1500 2000 DRAWN BY: BB APPROVED BY. 1_ sF DATE O/ lO 1cALE: NT SW_: I-L.EX IO I E PRFPAk0 BY. PRODUCT & APPL Ttoji EN-Gu4ZER1NG, WC.. 250 INTERNATIONAL PKY.. SUITE 250. HEATHROW. FLORIDA -32746- E 407 805-0365 FAX 407 9 5-0366 i 0 07 C JAMS ',TYR) UH MULLIGN 17AN: x M U 2 X 1 / 2 S I-E Lttc: X I A p p T 'N" s M S, L: SEALAl T KTtWEEN WINDONd F! ANGES 7 APFTNG Sm_ c C0 IN TUEE M "_ t t_ T n N x 2 x 2/2 tUECE "MIULLICIN, 42 x 1/2 sl- L F, I TAP=' INGsyl—I T SEALA*,, T 2_E-PwE-N 7 P N J iA 7 C- JAM3 0 0 G7 S' H. I j --' M3 " T y p ,' , 2 x 11/2 SELF TiAPPING SMS SEA" AN- 1 3_-'wEE:N u/TN'! jO'W FLANGES KULL-ION 8 X" 1-1/2 SELF A P I N S S M S APPING 'SKS JAMB ,i Yp') 8 X 1-1/2 sl__L7 TAPIPTaJ'C: SETS WINZiO-w FLANGE-), MULLTE211,41 NG, S M S 8 X 1/2 SELF TAFPTN0 SMS P ANT W 1 NDr3W A 48 x i - i/2; L F SM- 11 1/ 4' MTN i 5NE7 B'( Bul'CK EY BY r_ l__ HL7R A P r-f7i N Sl CR E "W AN E7 y N-K TALL N _'i,_DN zp C AL MULLJON 1-10 DHEAD EA . 6 P'LlEIuH, u ri <_ A I[ ED Lj;_ i - L Ll xr —INSTALLATUL!' t ANCHL.IR TAFPITING S --- r-!N SF_4LAr- 4 T Ec- T'w-EN' WINDE2W FLANGES MULLION Q F_ i Q N A f SCRE'W ANCHOR "TYF," S ILL CLIP 114' MIN EMBEDMENT STL _Rs FRE BY OTH"r- i ! Y ut WIRY Pi ATC_ A D DI T 10 N 4 i ANCHOR_SPE Ei V! L_ W E ED -RC,*,.! E-EXTELRiOR T-is INTERNATIONAL, INC 1 UNA 'A") USANFORD, FLORIDA N I r D L, Ff:[ 2 A nTLE: ( D G 0 i - L A N G LE S HE P 1 v T r P) FOR D T H'___ R 'S I D E SHE T I rDRAWN BY: N1 APPROVED BY: n 0, M-0. 1 r: ;D IcZrATV. NiT 'Q' I nwr- WINDOW i WINDOW CALL TIP -TO -TIP SIZE SIZE SERIES 1000 1500 FLANGE VERTICAL DESIGN PR ::;; ESSURE CAPA . CITIES C CAPA( CAPACITY 1 CAPACITY 5A-CITY1, CAPACITY CAPACITY 1 CAPACITY At 1:1 Y 1 CAPA;; 1CAPACITYCAPACITYCAPCITYi, X PA Y 7/16M/8IX2 7/16X3/81X 2 7/16X3/81 1X4Xl/8 lX4Xl/3 lX4X3/B 4 3/8 2X4X3/8 lXX 71 cApAcITYlX2X1/8 lX2XI/ 8 1X2X3/8 MULL 1X2X3/8 IX2 7/16X1TUBE TUBE /811X2 TU13E MULL TU13E MULL i TUBE MULL TUBE MULL MULL MULL 'TUBE MULL i 6 ANCHORS TUBE MUI _L 4 ANCHORS TUBE MULL TUBE MULL 6 ANCHORS 6ANCHORS JUBE MULL 2 ANCHORS TUBE MULL i 4 ANCHORS t.- Afl) TUBE•4 2 ANCHORS I A 2 ANCHOR5 1 4 ANCHORS 2 ANCHORS 4 ANCHORS ANCHORS 4 ANCHORS 5) SECT. A-A(,5) SECT. A-A(6) SECT. A-A(6) SECT. A-,A(7) SECT. A A-A( 31 1, S C. A-L3) V4) !SECT. A -A( 12 19 1/8 X 26 1336.52 732.42 336.52 692.83 336.52 732.42 13 19 1/8 X 38 3/8209.72 1317.66 209.72 429,55 209.72 456.46 14 19 1/8 X 50 5/9-131.23 1131.23 12.75 177.46 152.75 193.92 145 9 1 /8 X 56 11 14 94.13 94.13127.29 1127.29 135.81 139.09 15 19 1/8 X 63 65.97 65.97 89.21 97.48 97.48 16 H 19 1 /8 X 72 143.49 43.49 58.81 58-81 64.27 17 19 1/8 X 84 26.96 i 26.96 36.45 136.45 39.83 1H2 3 26 1/2 X 26 = 262.87 1572.13 262-87 1541.20 1 262.87 572.13 IH3 6 1 /2 X 38 3/8 157.93 239 21 157.93 1323.48 157.93 343.74 1 H4 6 1 /2 X 50 5/8 97.25 97.25 113.20 1131.51 1113.20 143.71 1 H45 6 1 /2 X 56 1/4 69.43 69.43 93.89 93.89 100. 1 7_1102-59 1H5 26 1/2 X 63 48.44 48.44 i 65.51 65,51 71.58 71.58 1H6 26 1/2 X 72 31.79 1131.79 42.99 142.99 46.98 146.98 lH7 1 26 1/2 X 84 19.62 19.62 1 26.53 26.53 28.99 28.99 22 1 37 X 26 1216.75 23 37 X 38 3/ 8 1122.22 24 T- 137 X 50 5/ 8 73.34 245 37 X 56 1/ 4 51.97 25 11 37 X 63 36.01 26 37 X 72 23. 47 27 i 37 X 84 14.39 32 53 1 /8 X 26 11911.61 1/8 X_383/ 8,98.38 34 3 1/8 X 50 5/856.23 345 3 1/8 X 56 1/41139.32 7 35 53 1/8 X63 26.92 36 i 53 1/8 X 72 17.34 37 53 1 /8 X 84 10.51 i 336.52 17 ,32. 42 791-81 11187.72 1791.81 11187.72 11187.72 209.72 456.46 493.47 740. 20 493.47 1740.20 740.20 152,75 3 359.41 539.12 359.41 539 12 t 539.12 135.81 1194.97 319.55 i 460.17 319.55 479.33 11. 479,33 136,64 282.02423.03 282. 02 4 2_103 423.03 i 90.09 i 90.09, 212. 62 212.62 296.98 296.98 365.75 55.84 55.84 1131.79 131. 79 1 184.08 184.08 294.03 1262.87 572.13 615.52 927. 78 618.52 1927.78 1927.78 1157.93 343.74 371.61 e 557.41 1371.61 15.57.41 1557.41 31201.45 2266.35 399.53 1266. 35 i 399.53 399.53 100.17 143.81 235.70 339. 42 i 2135.70 353.55 1 353.55 188-01 1207-10 1236.83 207. 10 310.65 310.65 L65-86 155.44 1155.44 217.11 1' 217 11 26738 140.64 1 40.64 1-2- 95.93 95.93 133.99 1133. 99 214. 02 471.75 216.75 1471.75 i 216.75 1471.75 216.75 1471.75 1510 185.12 1122.22 1250.32 1122.22 266. 00 1122.22 266.00 1287.57 7 3 85.36 99.17 1108.37 85. 36 1151.91 1200.86 51.97 70.28 70.28 85_36 774. 98 176.79 74.98 1107. 65 176. 43 36.01 148.70 48.70 53.21 53. 21 65.43 74.59 153.9 6 23.47 31.74 1,31.74 34-69 34.69 48.62 48.62 14.76 14.39 19.46 119.46 121.26 121 " 2E 1.29.81 129,81 70.36 um 417.04 191-61 1394.49 1417.04 7, - 191 6 4k :1 1 ,b 1417.(Y4 !450.85 1676.28 1 450.85 676.23 149.02 98.38 201.51 1191.61 L9 3_8 14 14 1 2 1.50 347.25 1231.50 347.25 56.23 65.45 76.04 165.45 83. 09 4 65: 5 6 -47 1134.00 1231-01 154.00 1231.01 39.32 53.17 53.17 156.73 58, 10 j56.73,; i8l.44 1 133.48 5192.22 133.48 1200.23 26.92 36.40 136.40 139.78 39. 78 48.91 55.76 15-08 i 131.60 1115.08 1 172-63 17.34 23.45 123.45 1 25.62 125. 62 35.92 135.92 i I21.77 184.77 184.77 97.21 1118. 41 i 71. 78 10.51 14.21 r 14.21 15.53 15. 53 121.77 151.39 51.39 71.78 SERIES 1000 & 1500 FLANGE VERTICAL MULLION DESIGN PRESSURE CAPACITIES SHEET 2 OF 2 NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON FASTENERS REQUIRED AT EACH END- 8) DESIGN PRESSURES GIVEN ARE FOR 1. 5 X 7 65 1431. 36 i 301.29 264.64 230.94 1197. 41 156. 97 J45_ 82 4 1120. 81 TFIIE: Ej 7 u- P RR S S, Tj- A! V R T L N -F R, M U' 10 fj-'- & 500DRAWNBY: APPROVED BY: DAT&C-i'l SCALE FUL _ DWG.: 1 V l iF L C] P G-1 11 U-3 m STUCCO _ OR SIDING BY OTHERS PERIMETER CAULK BY OTHERS s , SLIDING GLASS DOOR FRAME SILL 51 SHIM AS RE'Q'D SEE NOTES) CAULK BETWEEN DOOR FLANGE S. SHEATHING 0 INSTALLATION ANCHOR 8 SCREW. TWO BY WOOD BY OTHERS 1/4' MAX. SHIM SPACE 1-1/6` MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD TEMPERED GLASS (TYP.) EMBEDMENT n I-I/4' MIN. zi $ a 1> LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/16` DIA. TAPCON SECTION A -A DOOR WIDTH 4' MAX. SHIM SPACE TWO BY WOOD E(SEE BY OTHERS SLIDING GLASS DOOR FRAME JAMB SLIDING CLASS I HOOK STRIP TEMPERER GLASS TYP.) SECTION B-B EXTEPICIP E"_EVATHI 2 PANEL DOOR SHOWN INST ALLATION ANCHOR 8 SCREW SHEATHING BY OTHERS TEMPERED T YP.) SLIDING GL INTERLOCK INSTALLATION ANCHOR HOOK STRIP IDETAIL WOOD RS 1-I/8, MIN, EMBEDMENT 1) DOOR MATERIAL- ALUMINUM ALLOY 6063. 2) #8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/8' INTO WOOD, TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN, EMBEDMENT OF 1-1/4` INTO MASONRY OR CONCRETE, 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMBS_ 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D- 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE & CONFIGURATION TO FINISHED OPENING, PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 6) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS. s) D013R UNIT IS APPROVED USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10) JAMB / SILL CORNERS ARE TO BE SEALED WITH A SMALL JOINT SEAM SEALER. 11) SHIM AS REQ'D, AT EA. SET OF INSTALLATION ANCHORS. MAX. ALLOWABLE SHIM STACK TO BE 1/4', 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS. 13) WHERE 'X' REPRESENTS MOVING PANEL. AND '11' REPRESENTS FIXED PANEL APPROVED CGNFIGURATIONS ARE AS LISTED ON ANCHOR CHART ON BACK OF THIS SHEET. 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS DRAWING, HOWEVER INSTALLATION SECTIONS 'A -A', 'B-B' & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS. I5) FLORIDA EXTRUDERS 1060 SERIES SLIDING GLASS DOOR IS SHOVN. THIS PRINT ALSO APPLIES TO 2MO SERIES AND 500 SERIES. REVI DESCRIPTION I DATE I-r-\ A EXTRUDER-S F L Li I L; ri INT. INC. SANFDRD FL TIT SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: BB I APPROVED BY. ATE: 12/I7/01 SCALE: POTS IDWG # fLEX0027 SHT I OF aroaVrn ;kv. P2nfhN fT L APPLIrATMN ENGENiER1 INC., 25D INTERNATIONAL PKVY.. SWIE 250, HEATHRGw. FLORIDA, 32746, 437-805-876.5 FAX 40-0366 NOMINAL DOOR SIZE AND CONFIGURATION 40-6 8 x xcl X, X0 5068 xx, OX, X0 6068 xx, OX, XO 8068 xx, Ox, x 0 10068 x X, OX, X 0 5080 X X, OX, XO 6080 x X, ox, x 0 8080 xx, OX, x 0 10080 xx, OX, x 0 50100 x X, OX, xu 60100 X X, OX, XO 80100 xx__Oxxo 90e8 OX0 12068 OXO 15068 OXO 9080 NO 12080 OX0 15080 OX0 90100 OX0 120100 OXO 19068 XXX 12068 xxx 15068 xxx 5080 xxx 12020 XXX 15020 xxx 90100 xxx 120100 xxx 10063 OXXO 12068 OXXO 16068 OXXO 10080 0xxO 12090 OXXO 16080 Oxxo F -100100 0xxO 120100 OXXO 160100 oxxo 10068 xxxx 12069 XXXX 16063 xxxx 10080 xxxx 12080 xxxx 16080 x XX-x 100100 xxxx 120100 XXXX 160100 XXXX 8 SCREW INSTALLATION ANCHDR CHART DOOR SIZE 43 X 80 60 x 80 72 X 80 96 x 80 120 X 80 60 x 96 72 X 96 96 x 96 120 X 96 60 X 120 72 X 120 96 X 120 log 1/8 x 80 145 1/8 X 80 lei 1/8 x 80 log 1/8 x 96 145 1/8 X 96 181 1/8 x 96 109 1/8 X 120 145 1/8- X 120 106 5/8 x so 142 5/8 X 80 178 5/8 X 80 106 5/8 T —96 142 5/3 X 96 178 5/8 X 96 106 5/8 X 120 142 5/8 X 120 119 5/8 X 90 143 5/8 X 80 191 5/8 X 80 119 5/8 X 143 5/8 X 96 191 5/8 X 96 119 5/8 X 120 143 5/8 X 120 191 5/8 X 120 Il/ 1/4 X 80 141 1/4 X 80 189 1/4 X 60 117 1/4 X 96 141- 1/4 X 96 189 1/4 X 96 117 1/4 X 120 141 1/4 X 120 189 1/4 X 120 QUANTITIES IN HEAD & SILL Up TO 46 PSF 10 61 PSF TO 45 PSF PSF 70 PSF t6O10 10 10 12 12 12 10 10 10 12— 12 12 6 6 6 8 8 a 10 12 io_ 12 12 14 14 14 16.:16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 12 12 12 14 14 14 18 18 18 12 12 12 14 14 14 is is is 12 12 12 14 14 14 18 is 19 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 I G 1 /' 0 16 12 12 12 14 14 14 16 16 19 QUANTITIES IN EA. JAMB UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 8 8 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 10 10 la 10 10 10 12 12 12 12 12 12 12 12 12 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 QUANTITIES IN EA, HOOK STRIP UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 6 6 6 6 7 7 8 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 7 5 7 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5- 5 7 7 4 4 4 4 4 4 4 4 4 5 5 5 5 7 7 7 4 4 4 4 4 4 5 5 5 5 5 5 5 7 5 7 5 7 ANCHOR NOTES: 1) FOR MASONRY OPENING W/T\,/O BY WOOD BUCK USE SAME ANCHOR QUANTITIES. FFLORiDA EXTRUDERS INT, I. SANFORD, 'FL. LC TITLE; SLIDING GLASS DOOR 01 INSTALLATION WITH #8 SCREWS DR?* BB DATE, 12121101 D 'C' .E SrALsc'p'-'NE: CIVIL E' N. T.S. wf' r4a FLF-XD027 L RE'V- LETTER FLkkEG Na 4 -7 1 R; DF-516N FARAMETER5 BASfC WIND SPEED = W MF'Fd. (FASTEST t I LE) Ito MP14. (3 SECOND GUST) WND IMPORTANCE FACTOR = 10 WIND EXPOSURE CATEG = B APPLICABLE INTERNAL PRESSURE COEFFICIENT s m-l8 INCLUDED IN DESIGN WIND LOAD) DESIGN WIND LOADS - WALLS = -22 , -la PSF ROOFS = +20 , -20 PSF 30 F'SF AT OVERHANGS) PLAiN: 1 u2b R i INI 1. D0 NOT SCALE THESE DRAWINGS: WRITTEN DIMEN51CNS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE BESINNING WOR< 2. ON -SITE VERIFICATION OF ALL DIMENSIONS ANI: CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB -CONTRACTORS. EACH SUB -CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER OUESTION5 FERTAININS TO THE DRAWINGS AND/OR SPECIFICATIONS. 3. IT 15 THE INTENT THAT THESE DRAY`41N65 BE IN CONFORMANCE WITH THE 20CI FLORfDA BUIL INS CODE, AND ALL APPLICABLE LOCAL, CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, L S, REOULATION5 AND RESTRICTIVE COVENANTS OOVERNING THE SITE OF RK. 4. ALL TRADES SHALL FURNISH ALL LABOR, EOUIPMENT, MATERIALS, AND PERFORM ALL WORK NECESSARY, INDICATED, REArONABLY INFER D OR QUIRED BY ANY CODE WITH JURISDICTION TO CCiMFLETE THEIR SCOPE OF RK.. 5. ALL 34"X22" AND 36"X24" FLANS ARE DRAWN TO SCALE 1/4" = 1'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO 1/5" = i`-O". ALL I-7XII PLANS ARE DRAWN TO THE SCALE I/3" = 1'-0" EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS Y"iHICH ARE DRA TO 1/16" = C - COVER SHEET Al - FOUNDATION PLAN, FOUNDATION DETAILS A2 - FLOOR PLAN, INTERIOR ELEVATIONS A3 - EXTERIOR ELEVATIONS, TRUSS LAYOUT A3-1 - STRAPPING SCHEDULE A4 - ELECTRICAL/HVAC PLAN, RISER DIAGRAMS A5 - LINTEL DIAGRAM, LINTEL LOAD TABLES S1 - STRUCTURAL DETAILS S2 - STRUCTURAL DETAILS SP - STRUCTURAL DETAILS FOR OPT. CVD. PORCH Ill 3 3l6cmw.Rwr.00l g P.T. ZX 6 M L" 2XSTFOERME94 S,300 IC O.a OVER TREATED COWACTED FILL BARMERwj PLACW TTOM OVER TREATED COMPACTED Rl "' * '/2:'cl*' -r 'C" oIC GRADE j L 2 1 5 BARS 2 5 RARS MONOLITHIC SLABNDGMSCMU M OUTHIC SLAB FRAME OMONOLITHICLH STORYHESTORY T UNE _yNONLOADBRG- WALL 3 SLAB 0 f a 5 KBAR COAT. AAL OVER TREATED COMPACTED FILL W"ESH 3 1/2- CONC.SLAIL— OVER 6 MIL # 5 REBAR CGNT. w/FeE:wESN VZON S__E 1 5 REBAR CONT. VAPOR BARRIER FATI. OVER 6W. ES Fit GVER TREATED COMPACTED FU GRADE THICKENED SLAB NON BEARING &DEPRESSED SLAB DEPRESSED SLAB y P SSE 0 ! Y M j Co x COW. PATIOSNONBEARIUlt SHOWER NON BEARING 0 GARAGE 0 ENTRY W/ STcr 8. 8 LINTEL FILLET) w BAR L 7 1 5 BAR LONT. FF7__-_.B DOW- FILLED TOP COMR&E VERTCAL REBAR u"JI SEE FLM CHAW BLOCK LINTEL BEAM REINFORCING SINGLE COURSE LINTEL CHAIR BLOCK UNDER FRAME ANCHORAGE TAPCON: BLOCK TO EXT. FRAME SHEAR STRENGTH DETAIL FIFE TIGN (Typ ANCHOR ANCHOR STEM WALL NFE C RE _ N DETAIL DENOTES F TAPCON: 3/16DikEDMENTSLEEVE6P.4LI- BE FASSW, THROLr 14 Fa 3 2 SIZES LARGER THAN G a 1/ 1075 LBS. CORG LE S, SOL ID, PIPE FASSYILGi TPF1'_)UG-H EXP. BOLT: i/2 a 48 2 t.m.: 5AROUNDffE J—BOLT: 1/ 2' 0 48* O.C. X TEST REPORT Ell 150-70068/ SLEFVE Pf-I PROFESSIONALRIACE INMSTRIES.INCSEE MFG. SPECS FOR BIT SIZES & TECHNICAL INFORMATION y EXPANSION BOL SEE T RAWLS FOR BE ANTITT y CCt RETF FOOTER artBAR1017HN FOOTO'16 PROOUCTLOCATIONEMBEDLk -.EDGE AI1oVdR8tE ALLOWABLE UW 25' MIL 5FILICE OVERLAP C_-EE FOU11DATICN FLAN SHEAR FOR 5IZrI DEPTH D€$ TANCE PULLOUT GROUTEO 2-5- 1/2" 1765 Lam-RAWL-BOLT MASOWY TYPICAL FOOTING DETAIL RAWL-BOLT CONCRETE 3- 1 2' 2537 LBS_ MONOLITHIC, FOUNVATION 17r=TAIL5 tjAXI" JU SPAEING OFFILL. EJO-LELLS BHCO;E CELLS THAT CAN RFShST A 100 MPR LOAD OESMEN WALL FRESBIRE T = 22 FSF MAXff'.MALLOW^a_E TENS92N ON HOLLOW CORP- Lff975 S 2S FEL - Ar-J. 53 TABLE H3.1 SMT0H PROPERTIES W PARTLALLY E- ROUTEll WALL= 95 4a' IMASONARY STRICTURES Af_Q M = M'l /8, S = WL'LXt2l 8XT = %A3, I - KIA FT, B S?-a'HORJZ. SPAr- tNE, - 9'-4" EEILINE, M,X (E5 = LBI LISE 61-01 HORIZ. SpACJNE` - K31-01 TO CEfullS MAX. BSE 5'-a- HORBZ. SFAC- ING, - 12'-ETO RY CEILR16 MAX, 4 F_NC3tNEEF:tlNr- THIS STFIETURC HAS BEEN EJESr,'ED TO MEET OF EXCEED THE NO M.FJ4 3 SECONIU CASTS, "NO LGAID R!Eaffl'S ME 3 OF THE FLOPMA BALDINE, COBS 200LPavtaOPTIONALY.' X 42' X 4' E0I`C_. PAD x i -1 ---------- PRECAST T> TKRRES+ fOL G FOUtVATIONSLABNOTE: B 1/2' CONO. SLAB K/ FfBERt-fE5R OVER & MIL VAPOR BARRIER ON CLEAN, YELL COT-FAOTEV TERMITE- RF- 515TANT TREATED FILL OR REr_ F2AT2' 5'T'STEM ( T'rP) 0 M' X 42' X V 7wl CON_ PA13- — IFE'VE SHALL BE 51ZES LAP- SER N4AN IS FASS lK THF_(Y_3G44 x LAS LNDER TQ P.E. APR 0) 4 2f" t3 T kC 4-CHASE TOz x TOCGIMEW-ER EARACHE FOUNVATION PLAN ' A' DOUBLE LINTEL I- F.:AE3LE] SHEET END DETAIL SHEET S2 NL7ELEVAT10N: A' ONLY v wsl..Tmo 3/4'FECM AT 64RACE DOOR Z VAR ES z BAPAFf_,E 201- 0 3/4' PLAN V 4 LKs A_!R TIAL I=Nl;'. PLAN ' tV4V-O* M L ITHIC, FOUNVATION PLANS DOUBLE LINTEL R CAELE END DETAIL SHEET S2 FM 4 mm 11-4- w v 73 mZ01F. 4-A ME 0 ITJ _ ar ar s SCALE- k LE- 114°-f-0- @T! '4 -1 771 n KITC- qEN' G SATH i-- D 5CILE- V4 r-GY SCALE- 1f4'=P-0" 6 t Y-NT STRIF G i. VATMi1i 1 BATP_ INTERIOR ELEVATIONS OFTG VL Ai LOcAWN GUN. pATV —= ELI 255H (+ 21 ESPE.S (2) 25 (.211 -2W TU L O®T SHO6NER a— -" _ a• Ftsr l'-631¢", r. !-FEAT ROOT-, I'll -?' iACE RAT ARIu I A` s n a r+ Ar \YIT f t S s //yya k,{ — • t I I( \...£ t FY .FR I Y [ E, 4 fY flr3--- 3 3f4' f s 0 T FfREFLAI; _ P N{iSG. OPTIONS If.I._ o.. P c r EF€ Curu v Eve€ eft LLEI; C } o- I OCATE0r - I II IIIII a c-IFs —Vv¢ t I t1 AFLFRAME WW_ 5T03E.' 3 2 tJEtEf 5 OT 4y^; hYjT O 15T FLR L f I12a eIM!a Tc,ARA%E. 426 F C OREJ EwdT zY, 27 TOTAL: 2385 SE i f 7• c3C ROOK^ 3 E r s n._ar a• Fia If I i i I E wNs.:.t f>= ... a All € 4 YC' x ALL 51DE5 4J EW.. $l7KE PA. `E &" " E '. I2' a A_RA6 — FOYEtZ —max g N+ G ( 6Zfi8 B? SiS-. FLOOR PLAN A b KLAP ENTRY ._. v-- 2) 255H knit, a r• c c t1 Zf3J PARTIAL FLOOR FLAN 'B' t0` g4 r bfa• f o` ENTRY - z ' H 40'-01, 1 ' FLOOR. PLANS E fJ! t a =Dews m ( t€ r-sxra by, thew dE 1{I by: amr ar data= 41- 22-Qt sheaf. of: 13 IFN—OTE.-SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS -TO -TRUSS CONNECTORS TRUSS M G ' EE E R NATN DSNINIG T SS To T Co C ORSKOYTOET-SEEFOTR TRUSS -TO -TRUSSRLGJSS NNE ROOF _TFRIJ-5S ANr-AI-'E-: I USE <11 TypE ° (op, NTEPD4.4WABLr= TIE) FOR. TRIS6 TO FRAZ-F WALL OR BEAM CNON UNLESS NOTED OT(UXOJ 2) USE 0,1 TYPE 'A' (OR WE TIE) FOR TRISS TO FLOCK WALL COIINECMN (UNO-) 3) USE E6-N (OR WERG-WAWSE-E TIFFOR ALL JOIST PAW* EROot# lEcTbONS, (L?40) 4) USE (3) VEa OR (3) 131 x 3 t/4' PASELODE CON NAIL TO FASTEN JAC-,, To 4N. rIfFIDEfl- (TSB) 5) GABLE TF-tJ55ES OUffZr- (1) TYFE 'A' OF (1) TYFE 'C' STRAP AT 4S' Olr- FROM CENTER OF TFr-G, SEE POST 5TRA-PH'* ON tt AND 711d -LR PLANS F` N IATIG E=tVALFXT MAY BE SUa5TMJTED OR kAND MAIL DE5*NATIOW NAR 5,45ED ON 'NATIONAL DFSIC-14SFEr-tFV-,4TlOK-5 ON — FOR WOOD CIONSTRL Tlom Filam TAE! L:E:&,-&--:-, NAILS AND SPKES - LATERAL LOAD DE&rN VALUES' NAIL SPEAR VALUE (H—) ad $ 03. 106 ME, d tih ROOF TRUSS LA -(OUT 13'1, LOADING: FIBERGLASS SHINGLES 8-0-0 PLATE HT SCALE: NITS MEAN HEIGHT: 15'-0" WIND SPEED: 100 MP.H. r7TC<LNE 20 psf SPACING: 24" O.C. FA TC DD: 7 psf 13C LrVE: 0 psf C DESIGNBY: CM BC DEAD: 10 psf L DURDRAWNBY: KSB TOTAL: 37 psf FAC7 125 I I p- WARaffilanw L-STA- 30 'D' STRAP ova 3) TAPCCNS ( T'rF,) HALF FIDE- ILDAF] L El r---1 0 ILJ L-i F-iElEl F111L--JLFRONT ELEVATION 13' 3'-2- rLF-F- lilISTUccO ETAI 5,-OREO BANE>S HALF COLUMN 17ETAIL I/a' STtk--CO ON LATH - d*-OD 5TLID EXTERIOR WALLS (TT-P) V-01 TF USS TExTIED Fw- E44 ON CM C-cNcf;,- TE BLOCK EXT WALL5(TYPs STUCCO BAND ( TYP-) o FEE. RIGHT SIDE ELEVATION SCALE: 1/ 4' - 1'-0' SCALE: I/ a" . 1,-0, q u= Of-7 RIDGE —VERT TEXTUIRFE) FNSW ( TYF-) LEFT SIDE ELEVATION SCALE: Va' - t'-O' 44MLE5 a" 034. - GABLES (TyflJ R F2T04 1:= OFF PM) r.E VENT d..V- d b)1,4 e.,v,. G °par—, p CVI T ENGINEERIN(3IirTEX114sheet0- 9A3-B REAR ELEVATION APR ON 4 ^rC3 of: SOALE- I# 5-TRAFFINO 5 UL 5IMP50N PRO GT COPE PcSGRfPTIOtd GOMPLIANr-E L15TIN& FASTEI l1 R5 PF516N LOAP5 (LE35) UPLIFT MAX_ PFLf5YP 5PF A META18 CONCRETE STRAP SBCCI 9603 1 1 14-10dx1.5", 2 ply 10-16d 1500 1495 B H5 HURRICANE CLIP NER 393,422,432 4-8d, 4-8d 1485 455 265 C MTS16 TWIST TIE NER 413 14-10d 3116 1000 860 D LSTA30 STRAP TIE NER 413, 443 22-10d 1670 1670 E HUS26 SINGLE FACE MOUNT HANGER NER 393 14-16d 6— 16d TOO —00 1550 1110 F HUS26-2 DOUBLE FACE MOUNT HANGER NER 393 4-16d 4-16d 8033 1080 775 ML MBHA3.56 7.25 MASONRU HANGER 8" SBCCI 9603 18-10d, 2 ATR 3 4 x 8" 5955 1885 1355 MH MBHA3.56 9.25 MASONRY HANGER 9.25 SBCCI 9603 14-10d, 2 ATR 34"0 x 8" 6050 3145 2260 MG I MBHA3.56 ZI1.25 MASONRY HANGER 12" SBCCI 9603 14-10, 2 ATR 3 4"0 x 8" 6050 3145 2260 0 HD8A HOLDO TO 3" WOOD NER 393,469 3 7 8"0 A.B. 28667 6465 4650 Q SP4 TOP PLAT ANCHORS 4X NER 432 443,499 6-10d x 1.5" 2917 735 530 R SP6 TOP PLATE ANCHOR 6X NER 432,443,499 6-10d x 1.5" 2917 735 530 X HGT-2 HEAVY GIRDER TIE DOWN NER 432 8-10d 3 4"0 or LBP 5 8" 28333 8665 6485 AA BC4 POST ANCHOR & CAP 4x4 MER 421 3-16d 3-16d 3100 1980 700 BB BC6 t!7 M, C A74 E Prial aml21=1FIHD2MAR. HEAVY TWIST TIE NER 413 4-10d x 1.57x6HOLDOWNTO3" WOODNo TNNER 393,469 5/8"0 MM HETA20 CONCRETE STRAP i 393,469 k HEAVY a a r. QUANTITY -DREAKE-E- -C-aNDUCT-OR 1QAD-- 2 40A 2/F a CO DRYER 30A 2/F' to 5kw DISER 20A VP 12 1200 I REFOGEFATOR 70A tF Ti 540 70A VP 12 540 iOA W Boo 2 614L AFFLI20A W 0 3000 6 6 GENERAL L*HTM 5A VP 14 5850 AGE DOOR OPENER SA I/P 4 600 PADDLE FAN$ fl&) 15A VP 14 500 SUB- TOTAL ( WATTS) f 30 I 5t- tOOW WATTS AT M0 tOOW WATTS FIEMAH:ER 40% 806 WATTS AL- 30M WATTS 3ow WATTS TOTAL TOTAL LOAD AMPS 8aB AMPS 5EFMCE SUE W AMPS 2 1 05ER CABLE 8F3 W3 60 A mo DRYER V3 W3 PAMEL SMALL AFf. 1217 UJ3 4 BARE cm. LCIR- 14/ 24 M TO Fn TRANS a" GROU4D ROD 1, 128 ELEr-Tf;,'] r-AL RISER Vb4& /150 A 4 KRE SERVICE LAY LAV 21 VTR I:--J 3" RE ca-5 VY LAY I LAY 3 y 2' 3, 161L. 2. 3- it 111P ELEETRC- AL LEGEND AFT o EAi T FM POWER WIM. 4 4 Y 599TLat 0 fi3 3 p Y T L 1 AXE M T T FIXA, F--n ELIKT PMEL m Fm PMWE z 4 (4 40 X a, EL FRal MMMMMMMNMI- 30 TON240Y 1 fli4 5 KW W NOTE: eEE AT-rACWEI) HVAC F0R ELECTRICAL PLAN CCT PLAN: 120- -NOT USE HVAC LAYOUT QN -THIS SHEET, LL w fit cy) j w 0 0 designed by-- 11 by- d— deMw by - sheet A4 cyf, 1-F$ A'BtGa9flii'it rs Q 3sCt 2. f'C IPiH!¢ to wn •U+ rsr4. RNAt= o tat RXCiS,(3t'B cm s. s 6. " iory r'tf e. ttt q Per T210Wt' A5I CASTCRETE SAFE LOAD TABLES FOR GRAVITY, UPLIFT & LATERAL DADS PPrrACT wl ?" RGrFSCS ( oop lls TM AN GRAVITY 0 or aRW 5. ASTM C, 0 tpd• M or 5, I, fh•ovld full rrcxtar ara fau ta. fined untelo as r qul ItmtairtnerdFIN>N&1 Rust Cat¢Ily nlGr [P@ afCnit•ctYNal GLGtw' al Lat la (dC lVlG1 9-I%2" Itytg tot C$'Aautt 41a erYd& Gato `ArtCal G•Ir reNlfiA'Crlti aaRi C . AllUretWletx' l.(55C1 -ticar d f ta;tr, Ft lintel$ 9. I'1"-AA" t%^d 1 wrtP a rCar11t41 t u,tt aF 8' t c8 tJl&L7. 9tlR[ cNR f riaC2#' to tW 4".S.CKed ai @`q9 aattGall SSt flee Itrt•f C.4Ytty. dstrrTsgxe are weltleY W Gas tcrtSan stwel for meal 6 CcnSt. pt..pR, Q is tR9'( tle (Y'G"^tll4fi n Cat"rt. lrtrta! m Its of ccnereh• rr1da. q, S„ 1fe Fgad PaGwky6 d rn ratlanal tg,9 arol-0ra per ACI Sid area F'.l N I. Alt wtil ahreMwtum 4 eptlan We I ror unttu Intel' Mot t d tty 20% rf arRx1 IWITh Is I P than 6-{Fd°. Safe far all ro= IMele on " "Mt tm_'e9. 2. N, R. a Not Rated, we lowstotal syperaZ allorml. I'.w on"s tw s.trfi@tl. 4. „Adfle 1 tln 4(i CR' gape FaL1 fmltlmt A. AddlGanat IatWO1 kXO Cap== ccn a atntal-0 of " d64@q— ttV FRTdvlgj, addl'' R'sl rwhfarned rre ar" abwo " priwr t W.I. 6, t7nR r R&l`t t e,.a t,tueed for ewa t•Rtars'n 0" rmt•Ia w1y. 1. Tne 4' Itp9®t 1 eW.IIL1te Cari[A rtrol 100IJS "M tfee safe cod tOa'.Be try cal" fatog tfffi Inoxelgl8 r "*t,q M3 wt and twor at d-awal from trffi fa If t< t tet (•:i Its t 4t'UrvFt, 4A 91aF IncCf FPvfl next arr+$r fe:tP rt. 9, All safe ktadc r -Itbe a Pnot per IRH W feat, 4- —1 T 1 'Milt MI& 1 T 39 TIA3 'Yd ewa S,Yt 4'-a• tin°!. T exz y a e Irmam 1'-€• rea7 r. ' r. zt 13i7 2 Stilt 9•' (It•") PRf„ A97 9d rYtl m UPLIFT ^ d27 r tg4+} T T Yra°l. T tRA7 PRIM-19T na•) FRhS.A5T rll&7 P Z-W IS% FOR r. RAOE 40 FIELO REBAR ALLIED LIN- EL TALES T 1 I. reWP n lCOt INpei 63Rfi9 pr A5TM A5r5 2, mace' M prayed Cann UR40 ASTM ,alsl9 9. (F, fm C IwNale •4Bot7p51 4, fk far w cant e9[ri7f]er 5. cr ota Iry Wuta per ASTM c C-9aRlaRar r ASTM C21C1 ty m M ar S 5. CalWfad 4T{ Q; t wR v1. P*.f?.. R ragarSWrvrg mc.. L all r Ilnlel• 4° p,C, 6 oil Cd d• calf ntut le$ afa Iaada aWAWm an'" n nanmot a, T9 4' rNn 10, all ehic- n pert Fact II, farI gfaP Hilt 1A resat Iwgftr th 8aP® Iatxi FIELn REBAR a5 GR 40 t '. °• CONCPlFM FILL FIELJ REBAR a CA 40 ts w r r r r• r- Ti W A W N M I a. r- p s r= x n a a s x s CJ Cb C C M X X sX r C] d L7 q Ci Cl rr C7 Ci C1 Ci C7 L7 r71 r r rr_ r_ r r r r 1. r r m rm r D A D D D A D D D D D D Ln W m W W O W L11 W Ln ft w LU CJ rn ty O. 8 I Lb T I T Z Q 4 i 11 51 " AOTUAL° m Ib" NdMINAL kl ICaHT m rn a H EID yl IiI I Elx CENTEX HOMES MODEL 1928 OrlandoDivisionLINTEL 386 DouglasAvenue caew,wmaa rroaemamoo mOnlA pyrlphr®rwemeramwMnenrommcaaPlan+.Tnexxe.- phone: 407.61, 2160 Suite2000 714 yq IwrmeaeP^ uwn, Gm ea. arcaWMMep+Pormv nm emwmr, rtar.n, umrwne nmtwemin Pam Fax: 407,E61. 4069 Altamonte Springs, PL 32714 w+Umur Wraq abnbe ebwMAan P etrd aF Cssrax Haines In ma weM el u mxea of tlwea Prena Me4tkd Putt, ew pf6b R48 dwp ltaltl QMbY Fbmae lwmMtn eam 0—Ken. NOTES: I I CAST-CRETE SAFE LOAD TABLES MATERIALS I FOR GRAVITY, UPLIFT & LATERAL LOADS L 1t =27"'015 - 3500 psi. 2 It prestressed inte 0 P%- 3. "tTcK = M= ps%; = /8 McTqrgZte- 4. j Liritts CW per AST minirman net Eveo comprEs5we Strength - 1900 pst 5. F3rcT,/KJed 91 recast I-- ERS0. FiEld rebor ASTM E,_ Prestressi stud Per ASTM A415 grade 4. 1/32 wire per ASTM A510. 8. n3rtor per ASTM E710 tpE M or S, GENERAL NOTES L pravvdF full mairtor I-Iecid and bed joints 2. 5t;ore frIjEd laitefs as required_ 9. th6tojlotrw of iotel nxi5t rorVI with the arrNtEmtivol Ord/ or strm-brof druvwx-3s. 4. Lnteis c;rE niorufcctured mth E-i/2' " notrhes cat tiva Enc"', to arc to vertcol rEmH reinforcnq crid groutrq. 5, Aft lintels nx---t or ExcE!LNJ L/3EO vei-Umf bEFL-ctm, except IntEts 17- 4" orid k1w-jer with o normt-01 Nacjht of 8' rrk-et Or- EXEEeo L/180. 6. Bottom field ccMed riabzx- to be located rat the tottom OF tfla I c-ov,tj- T 1/52' dcmeter WrE 5trrUP5 cre welch--cl to mie Lyjttom. StFEI Frr Eriomrcol om-horoc 8. Cost-n-pfcw_-e rarrrete maj be 1rov0--d in E-cyrposite IgItEl n Ieu Of co"Erp-te nEFICTIrl units. 9. wifeL,tZ&Edorotocl c2sqn MCIII545 per SAFE LDALI TABLE NOTES L All vokies tosed on mneraffn 4' b2ortng. Exreptrm: Infe loods For unfilled joltels must tE rimed bi 2096 if baorM length Is less than 6-I/2'. Safe toccls fcv- oil recessed Inlets bused on 8' mvi-inul b7mrq- 2. NR. - Not Pmted. 3. Sofe lood- 1 Ex-e totol supeFin-ipm5ad ollowciblet ODd M the sf_-EUOM SPET-Ified. 4. Sofe Kxx}s tensed on groclE 40 LN- g-ode 60 ffekl retl3r. S A'ddltionul lateml hood roper-11:1 cm ty-- ottowed tal the des by providing cam iarul remfol- r_ed mcF_crrj cbove the p-pcckst lintei. E, One #-I rebar " tia s,_bstttuted for two #5 rebirs n 8' Intels Only. I Tr.e de5iT n-g:21 evokN3te Corr-entroted 1=bS From LhE- 50FE 10Dd t0olf--, r0frulutwig the MaXmmTi reststnq momprit and smear of n-c moj from d- fore of support. 8. For ro;TTx) site lintel t r totshoKn, use 5ofe load from rat fo"er I-u-qlt 3 CIL 9. AHsofek-iods in traits 0 pourcis per ImEor foot 8" PRECAST WZ 2" RECESS DOOR U—LINTELS GRAVITY E TYF E rf LEI,E,iTHear, ea., M.Im-mM Mzs4'-4' (52") PREC'&' ST 14'59 11121 msa 34L2 2R52 4962 Ee 64_ 12 an29 1941 SqG4 14e E8 15 2L 4'-E,' ( 54'} PRECAST1357 14-4-9- 2152 Zito 4481I342 4482 5412 194_ 7 94r, RFIS U815 s'-8" (68*) FREH- AST i8_5 532 622 M L_ 40- 14 205B L12L _ 2556 ES 5_ SB14inn 6834 S' U"00') PRECAST ramIM5 2 2 1424 2400 25Tb 1352 t 64U E'-W (8M) FRFLAST 822 r_ 433 2 25-s 3223 38124522i[n S-n 2993 49M 6130 81n 10') PRECAST 516 4 EM an 2E19 24S 29, 44 5492 E-_ 4 34EF3 51M 9'-8' (116'} PRECAST R 4m B34 253 10-H 8" PRECA5T IN RECESS DOOR U—MIT—EL.5 j 27- REDLLE VALUE BY1596FOR GRADE 40 FIELD REBAP 9 PRFCAcT kr P9F-,TRF`-, Fr) 11-1 INTELS 8 " PRECAST & PRESTRESSED Q—LINTELS REIILJF-E VALUE BY 2596 FOR GRADE 40 FIELD REB,1\R NOTES: I ALLIED LINTEL_ TABLES MATERIALS i NSTALLATION 1. risbcs- " precast.Iiul:E0 5RE,0 per ASTM ALIS 2. retx7r in paired OEEM 6R40 pa- A5TM AF.15 3, Vc for FrecLtst lritai, 4. F, F F--kj m ete 5, comr'ete masorri mt5 per ASTM C_-90 ASTM C 2-0 tF M or S S. rulcuf urn tyl; Rshurd O. NFVC, FE, Rddfp-Ne,,a Engreerng In 1 sf oil roqmsfte Wei-, 4' CIL. 8, ull rompollft2 upon"s CDW-ijk N.th 1#5 n top 9. soFe li = ba5eo on narincit 8't:ecrrq W MnMn). 10, oil locos -' I " pw's Pert F=t 11- tEd tPee neXtIzx Jth air safe brKgET k,X-3d FtELD REHAB 5 Elp40 Ill 41 4P a. vt LON- RETE FILL. FIELD REBAR 5 ER 40 E ALLIED LINTEL NO. GRAVITY SAFELQAQ TABLE FOR 8- CONCRETE " U' LWTUS LENGTH S'xa" 8'XS' 8"X12' 8"X16' 8'X20' 8'X24' 8.)(28' U WILLED FILLED FILLED FILLED FILLED FILLED FILLED 8"X32" FILLED 210" B549 5251 1025 12000 f2MOi= 13 I= 000 3s, 3838 a"i,B..- 5231 8552 11440 t2OOO 1=0 12= A-3 4b' 7081 I9_14 396I 461E, Blffi 12E,9 8E,01 K4_1P0 9924 A-5 510- IS, 1128_ 902 H0W 05E, 1810 1544 248: 1 7542 3336 9294 3913 4029 4EEn 5 350 5522 A- 1 T4' ior' E156 4LR E36 48-9 1112 8: 4_ 1 H25 634 H- 0 199415,22 243r 185- 1 2902 22t- 1334E, 255E W4- 502 E, 12 i G3D 2002 2455 293 3389 A-9 i2lal 471 488 900 i724 fE,04 FW 8 23513 2-121 A- 10 13'4' 393 419 1- 14 0053 0 81 7 2024 2_34I 14'0' 342 313 690 93E, 12. 33 ISO t808 2091 14'8' 3083-34 S48 842 1108 E__2_ IE-74 UY9 A-13 174' 212 285 43S Eft 808 988 lm E` 1350 ff4- 250 15 496 850 11 38 1408 A-15 20'0' 275 355 4- lEi 184 52 A J 11=01831 ALLIED UPLIFT ANDLATERA SAFE LOADS FOR 8" CONCRETE 'U" L1NiELs 8"X20" 8'X24" 8"X28' eX32' TERAL LOAD Lit!HL, NQ. LIE U a xa LENGTH ttG NFfLLED X' FILLED FILLED F11-LEDMLED FILLED FILLEDFILLED M SX8 FELLED A-1 10- 0% 3150 9194 fooLlo to000 I0M0 I00m fmm 4408 A-3 3T.- 4b' t835 Iola 18-76 f0sl 5445 4224 9000 5900 0000 3 0000, 9440 foam fo= ILK= It= 2592 WS 51- 01 TBI 515 345 B03 3 i3 2-3 80 t421 33R 19- E 4300 2S52 5303 3D4 STBB 3SE1 1E48 46M TF1 ED A- L., 94- 728 252 934 1296 IEE6s 2059 2542 2941 423 A --I 185 2m 156 1049 1344 I652 2 2025 2341 329 4' 303 13 E` 52 91-1 H- 10 145 151 2028 451 A-9 12'8" 241 82 E"S 1GO 991 1232 14B4 1695 35-1 A-[[] T34- 2 L] 103 892 Ifm A- 11 1413' 225 H24 413 E52 824 1028 ff% 1385 288 A-F2 14'6- R 2t8 442 EM 1B9 955 Mr. 1280 2E,2 A-13 li74 I45 255-3 463 EDS 155 842 9 -14 las nW 184 214 13E4 1 308 420 t 52S 82. 213 2013- F14 223 29B405 504 I -- I L I dig oc> eII C'4 0) W it - Hs 13 11 El u El OVER GENERAL NOTES 5- FELT OVER 1/16' 031B- OR ta CDx WOO'D TFAr'5--S 5TRAPFED AS SI&CIIN ON TRUSS LAYOUT GENERAL FT OVER No CPR L LIVE LOADS:OR Cow, ALult FASCIA FIo,--F: 20p-f FLOOR.40pf STAIR: 40p,f R-15 "SUL- OVER 2>16 SLOFA-1,CIA W OCNTALLM. 2- UAND SPEED IIOTph 3— 9-t. VENTED SOFFIT 3- ALL WORK TO BE IN ACA 70RDAW-E WITH THE FE--, 7001 C"AFTER IS. DO FU;n LENT BLOCK OVERR- 5 Nstv- WA -5 BAR 4. ONLY WRITTEN CHANGES AFFROVED BY THE ENGINEER SHALL BE FER11TTED, PRECAST 'TW (I) - 5 UM,VOW LNIT UPON & WOR GFEATFIR CONCRETE-, L ALL WOW TO BE IN STRICT ACCORDANCE WFTA THE AC -I 3tO 3- VI' CONC. SLAB WRBF 5,4 PRECAST COW- SILL Z. MIX DESIGN A: OVER 6 mVAPOR BARRIERMASONRYFP4ISWOVERALL CONCRETE TYPE I PORTLAND CEI-IENl`- (A5TM C 'S0) OVER TREATED Cm C"i BLOCK WI-1 DCUIFELS c,:; lMPFE5S4vE STRE14-STR - 25 DAYS SHALL BE 2500 pat, FOR COFPAOTED FILL SPOW LOCATIOW psi ELSEWHERE (UD ON F0010ATON PLAN MAXW- WA't WATER -CEMENT RATIO BY WEIGHT FOLLOW5: 3 tom! - AR 6F'BCFIED AIR CcIMFF-- 65IVF ENTRAINED ENTRAINSGRADE If STRENGTH ( P.0 C4x`ICRHTE CONCRETE 2500 oAll 054 3000 058 0,46 e' LLIMF`-,'A-A5 CR4 GRADE 5. OTHER 1. WATER - POTABLE CHLORIDE - NONE 3, PRC"DF NORMAL WENSHT A&-',RS,' SATES IN CDt LI/44CE UATI4 THE REQ11REIE NTS WALL SECTION 0 WNDOW --CMU OF ASTM C 33. ONE STORY 4- FIBFF-ESk FOR SLAB TO BE AT A RATIO OF IF, L55/YARD, FOUNDATIONS . L FOOTING DESIGN BASED 174 MINIMUM ALLOWABLE SOIL SEARING PRESSURE OF 2000 p.f. 2- IF FOOTING ELEVATION OCCURS IN D16Tt*RI5ED9,6TA5LE OR ITABLE THE ENSNEEF SNALL BE NOTIFIED AND NECESSARY ADAISTMENTS BE MACE PER HIS 3- FREI-ARATfoNoP THE SUBCAZADE TO FOLLOW F-'-CO"-ENDATiOt,* AS OUTLINED IN THE GEOTECHIACAL REPORT. SOIL, 4- STEPS IN WALL FOOTW-S SHALL HOT EXCEED A SLOPE OF ( I) VERTICAL TO (7) WORIZONTAL- 5, CAUTION SHALL BE USED UIPEN OFERATW- 'A,3RATORY COMPACTICN EOWPMENT NEAR EXAM ISTP4G STRUCTURESTOAVOIDTHERISKOFDAMAGE- TO THE STRUCTURE- M1415ONRY -, 1. DESIGN, MATERIAL AND AN64P SHALL BE IN ACCORDANCE WITH THE AC3 STANDARD BUILDING CODE REOUIREMENT6 FOR CONCRETE MASONRY STRUCTURES ACI 530/ACI 5301 2. CELLS INDICATED TO BE FILLED SHALL BE GROUTED WITH 3000 P.1 CONCRETB (61 to iol 51-LIMP) 3. PROVIDE 25' LAP FOR 6TFEL - ALL LOCATIONS. 4, ALL CELLS ADJACENT To CORi-ERS, EINZ, OF SHEAR WALLS AND LNDER CONCENTRATED LOADS, SMALL CONTAIN VERTICAL REORCWNG AND SHALL BE FILLED WITH CONCRETE- S. CONCRETE BLOCKS SHALL CONFORM TO ASTM C-PO (2a DAY ETREIk-TH 2000 11.0 (P-BOO F,.I), LARD IN RIM* 41- BOND, 6, MCPRTAR 64AI- L BE TYPE N- I- ALL RE- 5AF--, SHALL BE GRADE 40 L!NLESS UNO. WOOD - L ALL WOOD FFIAI-IN's AND PRE-ENGINEERED WOOD TRUSSES SHALL BE DES IGiNED, DETAILED, AND FABRICATED N ACCORDANCE WITH THE FROGEMRIFS AND RECEIIREMrNTS OUTLINED IN THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATIONS FOR (WOOD CONSTRUCTION- 2. TWEE WOOD TFIX-AFS --,L4LL BE SIZED AND DETAILED TO FIT THE DrIENSiCINS AND LOADS INDICATED. ALL DESGIt SHALL BE IN ACCORDANCE WITP ALL VALUES AND SECTION PROPERTIES 4s,SlG,iEr> AND BY THE BUILoft, CODE, ClESbnN CALCULATIONS SIGNED AND SEALED By A LZ> PROFESSIONAL EW.(!,EER ARE 70 FOE 6LIOMITTED TO THE ENGMFR FOR APFROVAL, 3. FEF!'IANENT BRIDGING, PE.lICXILAR TO THE SPAN OF THE TRUSSES --A-!ALL BE FRgADED AS RE=IRED BY THE-S MA. &FACTL!RER TRUSS AC SHALL PROVIDE STATEMENT THAT BOTTOM CLIORD OF ROOF TFJ155ES ARE SPACED L4-LFT CONDITION. 4- FOR STRUCTURAL LUMBER PROVIDE THE FOLLOWING GRADE AND SPECIES 5 SOUTHERN PINE 5LIFFACE5 DRY USED AT IBM MAX T-t C. GRADE NO2 OR SPFaKE PINE FIR SOUTH GRADE NO2 5. FRCIADE GALVANIZED METAL HANSER5 AND FRAllft, OF THE SIZE AND TYPE RECOrlIENDED BY THE MA"-FACTLIREFF FOR EACH USE INCLUDING RE ED NAILS (Putl-I-ES cCTORS OR ECXIIVALENT) B, ALL BOLTS USED FOR WOOD CONSTRICTION SHALL BE A MR4"-" OF 0' DLAMETER AND 6' IN LENGTH (ASTM A-301) OMP MIN, I V2' IDIAI-t WAS# ER, LN.O, 7, PROVIDE FRAMW. MaeER5 CF SIZES AND OF -IPA--OR IF NOT SI, CCM-LY MTH L"Tk-* 51UP CHART_ DO NOT SFUCE STIRLiCTLORAL MEM15ER5 BETWEe4 5LIPPORT5, a ANCHOR AND NAR-W, AS TO COMPLY WITH THE RECOMMENDED NAILNG SCHEI" E FROM THE STANDARD BUILE)Rr. CODE, LATEST EDfTlOtL 5- ROOF 5-44EATRING, 1II6I oSe OR V2, CIDX SEEDRAWII, 16S FOR NAILING PATTERNS, vEf;,: llFlc—,4Tl0N OF FIELD CONDITIONS : I, CONTRACTOR WALL VERIFY ALL FIELD CONDITIONS AND !DS RELATIVE TO SAPIE. WIERE THERE ARE Cns--LjClS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED 94 THE aClW CONPITTONS SHALL BE CALLED TO TI-E ARC4.ffTFC-V5 ATTENTION AND I'ECE56ARY ADAISTMMS MADE PER HIS 446TIPXTIONS. 2- FOR ANCPCR BOLTS USE 6 OF EC= VALIENT (A-36 OR A--'ig>l STEEL) a. PROVIDE 2X4 5LOCKW, ON ALL SIDES Or THE RIDGE VENTS WITH " NAILS AT 4' ON CENTER LIMITING HF(GIPTS EXTERIOR *2 &TUE)5 s I14 t ac E- 5-- - , MAX W 1 - 4 — 2* x 41SRRJCE RR 24'01C W- 4' 21 x fl, ofic W-O' 7- XV , FIR Iv or- kv-w 21 x 6. salTill-w F?B I", O/C if 2- X4` WFfC'- FEZ V OC W-91 x 12 O;E-- n'-r r x 41 Pm 24' OKI 71 x es --FFUCE, FR 24, Or i; X 4' 6affWFN PM Y,'Cr --------- F- 0-1 21x a-PXEMKVO/C X 4'50UTfER4 FIlE Voir- 171-V 21xa" B`faIcE,FR7lO/C FN FtE 24° C C W-4' 21 x 61 FIR V11 or_ 1 nl- 2- Rq FIB w 0/0 t: 71 -e 21 x 61 SFRICE, FFv OK- W- 4' 21 x 61 5OUREPW MIE V OTC 4-4 2 - 2 EAM LINLES15, C,'TI-=WNOTEDCN R4 R PLAN R" a- SOLT LINTEL BEAM W-55AR C`?j a4LL NR- I - BEAM wAw---.rR IR ILA. LOOD TFW&Zl STRAPPED AS 5POWI4 ON TRUSS LAYOUT 2-2'X4 PLATE III 1, T.0. cWwJ IVIN SIRAPEINGI40TEo F A BLOCKED DIAPPRAGI'l ZONE 15 CALLED FOR ON ROOF PLAN FR-qvI 2x4 BLOCIUNG ® ALL PLYWOOD PA14EL EDGES ILS - 4'OC. FOR BLOO--D DIAPRZ46M 700E 86 NAILS AT 4- Or- OR ;7 ad NALS AT 6'01C. OR ECUALWALENT F&' A N L EQUALIVALE14T FREMATr- AT SkiFFORTED V' NALL AT 5tFFORTIED EEIGE5 BLOCKNG Alt) V' Or- FIELD AND 2* 0C, FIELD FOR F,,F FOR SHADED AREAS OF ROOF OTHER AREAS OFROOFROOFSHJEFATIHIIINC NAILING RSN DETAIL PATERN DETAIL 4'-I" R-m FIBERnLASS S0-,E M'FSLT OVER III&- C,S OR - cw vz WOOD TRUSSES STRAFfIED i'm AS 8"004 ON TR`iSS LAYOUT VV DFRZYIIIALL D12 F.T- OVER " CDR OVER 2>16 SU5FA5CfA DOUBLE 2x- TOP PLATE W 00W. ALUM, T DBL. TXB HEADER FOR 4'-6" MAXOPENgr., 994DOW tINIT DBL. 2XIO HEADER FOR MAX OPENING UI.O. 3-117COW- SLAB WMLATH CVER S- FELT OVER OVER fl MIL OS5 OR 1`121 COX VAPOR BARRIER 2X OCCv 51UD6 OVER TREATED COt'PACTED FILL 7X FT.BTK PLATE all V21 X 8' Ada 32* 0/1- 2 5 BARS WALL SECTION - IRAME B 'o"' M' ILL STORY 0t4oLjT W ONESTORTMOMOUTHIC oca 2* CDx V2, DRYU. LL OVERFUFRRACVBR R-5 R451ILATION 3-1r2° OCNa SLAB W/ FMEFZ'ESI4 OVER & m VAPOR BAF!RiFR OVER TFEATEO SOMPAC:TED FILL WALL SECTION CMUSA ONE STORY-MONOXLIT iC 7 W/ t0-06 HAILS WALL STIV5 4 WEADER V 14406 RAILS E30TTCM OF IBAC 17 C2)?AO W Vr CDX FLITCH CILN'T. rtoRs FMERG 5w*k.LSS OVER W FELT OVER 1/ 16, 0.525, OIR V2' ON WOOD TRLr5l-E5STRAPPED AS ON Tfarls LAYOUT ba P- T, OVER " CDR OVER 7Xg. ASOtA W/ Clow' ALUr-t VENTED SOFFIT LINTEL. 5LOCI'- WA - 5 BAR F"5I4 OVER Is ROOF FpAllwl mrMtR5 (SEE OCTOR 04ART wl-IECEE FOR TFkG5 5TRA-5' DOU23LE TOP PLATF ml Ose OR Cox PLYWOOD IO,7EFJOR S}iEANALEO W kVd 6, 114-Y. - 4- O.C. EDGF5 WC, V OC, FIELD 2xA PT. WALL STUD V (3) V2' AA ANCWOR BOLTS TO BLOCK O n EXTERIOR WALL SHEATHING V2- E I vvc XT'------ CIA . aAW-I* R BOLT, N t4 BWED 6' M KrOF014D- ICM AILING PATTERNDETML L -1 V Q45W-R5, LOCATED aO M b'OF EACHDOAND37' 04. MAX EL&BIW-RE STRAF EVERY v Io-wnl 2x4 PT. BOTTOM PLATE a yj;r C1UFMRrSUr, NA" BoTtCM OF EALL F:LOC/F- FRAMIWG CERsr'vs NlL4ouNo24" 01G) "BA' TYPICAL FFAMING AND GONNECTION5 FOR OFENING;6 BLOCKING REGX11REp_; PROVIDE 2X4 BLOCKING IN TIRE FIRST THREE FRAMIW SPACES AT 4a' OjG, REMAINDER TO BE BLOCKFC> AT '36 " O-C- OR PAT RLIN. FASTENIWG- FASTEN FLOOR SHEATH RE JW WITH ad G-O"IONS OF 8d POT [>fFFED GALV F-E) NAILS AT TI-E FOLLOVWS P e' ON CENTER AT ALL PANEL EDGE FRAM I-11/v 2) V ON CENTER AT ALL NTEF-11EDIATE FRAMza L BLOCKING0 45" O/C MAX iN PIR5T THREE FRAMING SPACE& O. G, THEREFORE FLOCIR 5FZACINCAT ENDWALLS Pi. z1f. v W, Dwt If baT5 - 46, MAX V/ 61GA. GNU (TTFJ MR.) P.T.2X4 FILER CUDIAILED v 40d NAJL& IFT, 71116 0 v? DtIvi SaTs - 48° K&x W/ 61 A SIBEP crrp.) ' I DETAIL. TYPICAL JAM5 F46TENING 0 OVERHEAD GARAGE F->OCP- L! /- " ""; t11:1 C, 1,-" 1], .1:) RE D 15 NOT SF`FClFfED- ETt? E29-UV-4QQDEADU6 U NAIL W/ JOS DIA OR HEAVIER POWER NAILS 5' O/C AND 5" MAX FROM ENDS TYR W1 I- MIN- EMBED MW INTO BLOCK 2i ALSO ADD 31V,' DIIA. SELF TAFflW, CONG, ANCPOF THRU WINDMI OOOR FRAME MGWT ( 9) W-4-Eg, FROM ENDS MAX AND FORTY F40) S4CIPES, MAX - ON CENTER W/ rMIN. EMBEDMEt4T INTO BLOCK. ATTACH TO 50C-4 UY 10 SCREWS MAX &I O/C AND I- v-x a, OA- Al-V MAY- S' O/C FROM 04DS PT 2x euo-6 FOR gtpp us- AL TEI L) INSTALL 31fh' Dql*'IETEF- SELF TAPPW cow-- ANC44ORS EIGHT (83 W- HE5 MAX FROM ENDS AND 24' ON CENTER MAX. W1 I- MK EMBED INTO BLOC< FASTEN WINDCUVOIDOR TO PT MCKS UT;4 W CReje a- oic IMAx AND MAX &I FROM ENDS W1 r M$L O SLICK TYPICAL 5LOCK QfDENlW-.z DETAIL FOR FT BUCK PASMRr. 40 35 FSP RATW n a 2.4 LEDGER To MATGA BOTTOM - Gk4ORD SLOPS Or 617456OR TFIJ66 2.4 SLOG G - 48' O.G. ATTAG TNUE4g UM4 CW5TER', 'L" BRACEOF !2) ATT oy to'i K41LS 4' 01 TYPICAL GAME TFaZ5 UEB SECTION 5WKE 'L' BRACE DETAIL GABLE TRUSS SEAT 2.4 Epp"::E OR BETTE _ =R LATERAL BRACES - 4'-0' O.C. ATTAG14 (2) W-1 TOERAPLS kZa NAILS . 4' or- 2.6, P-T. SILL DOUBLE LNTEL ® GABLE END W1 (1) S N EACH COURSE VERT- BAR SEE- PLAN FOR LOCATKOV TYPICAL GABLE ATTAGi-RIENT TO CONCRETE ENE) WALL LL2M, THIS 11,6TALLATTON IS §4 ADD ON TO ERAcll,* PEOUfS OF TRUSS t1AMFACTURER C, Oq4T 2X4 L TOEACHMAILTRUSSrT- rl5ER ROOF TR;SS- CNf VVII SOLID ROOF TPkZS- Ose OR 1/2" Cox FRA ING SECTION THRU CHIMNEY NE , CHIMNEY IRjo? L_ 0 @{( TEREOR CHIMNEY DETAILS K4 GO,4TVAIOL15 01C EA SIDE (TYP.) ROV0E 4 BLOCKS @ EA- SIDE (TYPJ m- nolvigiffsol W019111immFLOOR FIL=AN4 V TOI OR V2, 2- 2,4 -7 TOP PLATE 2X4 STUDS 2. 4 .1 BRACE 7X 2X4 P.T. 16 507- PLATE7---_ i- BOLTS AS SWOUN STRAP EA- 5TUD, UJV-5- HURIR-- A*E CLh- TO TOP 4 eoT, PLATE CM WALL WALL SECTION FRONT ELEVATION K— XTEI IaR cHf rsEY OETAILS 11" SIDE ELEVATION ROOF S3EATi4W, 01,ER TRUSSES V BRACM RE0Uff1Ek4ENM SEENAILNGZOMS) STUD N (1111) (2)7.4 2. 4 LEDGER To MATCH BOTTOM 2.4 BLOCK44' , - 41e" OC, CHORD SLOPE OF SCISSOR TFWS& BACIQ" L W/ (2 11,d NAILS SPAGWK ' L' BRACE 'L' BRACE 'L' BRACE BRACE ATTAC# 4 To UEE15 OT14 CLUSTERS BRACE V-101, 4'-5' 4'-5" - 8 1 -0' V-0" - W-5" - OF ( 2) tOJ NAILS ATTACHED W f0d NAILS 4' oC, TYPICAL 1. O'-0„ 4'-0" 4'-0- L- BRACE M15T EXTEND AT LEAST 90- OF 2E8 LE14GHT GABLE TRUSS FITCH SEEELFVAnCNLl E!RACE W/ AT 4" Or- GAECE TRiss UJE5 SEE SCHEDULE FOR 512:E AND LOCATION) SECTION L'BRACE TO ExTEIV AT LEAST OR v2^ DX ME DETAIL OF LEE LE),GTW (SEE TABLE) DIAL. BRACE2'00. W1 14; W11:i NAILS - EA. 5`0 GABLE TFAISS FW- 15T TWO BAYS 64- h-SI-N A35 . V-0. OC,-- 0 w OR 2.4 5PFI,11:S OR BETTER LATERAL BF-407S - 4'-0l STRAP TFE 'D' O. C. ATTACH (2) W'd IOE"L (48' CC.) kP& NAILS TRUSS, 4. OC, W' d "LS - 4' OC. 2x4 DRYWALL NAILER DOUBLE 2.4 Tod HAM, . 4' OC. TOP PLATE 2x4 OCKIV AN OC' POUBLE LWTEL ABLE FOR T 1- f4 OF TR11SSE5 UY (V -5 N EACH C OLIRSE TYPICAL GABLE ATTAC4-MENT FROM EA END TYPICAL ATTACWED Uy 7) Y,11 TOENAILS 7' X W WEDGE TO WOOD FRAMIW-iEND WALL 32, 01C GYPWI WALL 5OAFZ:1 COKTkA$OLr. BFARiNr, NgJF- c Tws HsTALLAT1c*4 IS N ADVmCN To BPACW. FECUIRErIEWS Or TRUSS MAN.IFACTLIRER 2.8 P.T. LEDGE V S VERT BAR GABLE END MACM DETAL SEEFOUPiDATICHPLANFOR EXACT LOCAT$CIV MD WEED PO MEAN WALL WEWLF TO 30'-0" OF KT% MR Od MLS MR `OF 3W 5TRAFS TO FEW. TAPC06 TO AL (611, 50N) EAC14STFAP) EA04 67AP) 4 4 IF AN " A' STRAP IS MSPLACED OR FOFnOTTEN AFTER THE PO OF THE LNTEL BEAM PRE-ENS k?,IEERED AT TOP OF O-R; UWLL THEN A VIFSON MTSV CAN BE SUE61MITED Tfal5s FCR EACH M5FD 'A' STRAP (TYP UCX- FRO"VE 20 C, GALV. PLEASE eECLiRE EACH MTSV, STRAP M 0;!Z FOR TFUS5 FOLLOU*r. THE ATTACI ED TABLE AND SIT r= sTO THE L4PLIFT'5HOMN FROM THE TR, 65 K4N.FACTUPER- STALL ALL TA,-CZNS UTk I-V2- r1kL ET D.--1.1 LINTELBEAM WI(V-10-4T-- N '/ 7 \ I cm THE Ml-- 6ED FILLED CELLS CAN BE REPAIRED BY EPDXY TNa (0 S F--BAR (SEE EPDXY PROPERTIES AND --, PECRGAT5NS LIQUr> LFL OR Ea"ALENT ') INTO ECtIV BEAM AND NTO THE FOOTIW, FOR ALL FILLED CELLS SkaN ON FLANS BUT NOT FILLED V TFF- FIELD PRO-ADE 6- MK EMBED. AND 3/4-7 HOLE IKTO, BOTH THE BEAM AND THE FOOTING rTOIP OF BOND BEAM BOND BEAM UW CONT- FROVIDE 25, SPLbCES ( TYF,) FILLED CELL-4W- a- CT-U WALL 1) , VERTr-14t- ATTACH TGROUT .5 BSRY OTHER HOLE NTO FOOTING A4 I I BEAM UY 61MKENOTE- TD BE NSTALLED N STRICT ACCORDANCE UATH THE MAI& FAC7UREFe5 SRECCY'SiENDATIOWS NOTE: EPDXY GROUT SHOULD BE R45TALLED 24 STRICT ACCORDANCE UATH THE M611XFACTUf;4= f,'& AT 24' 5 AT 4a' 74' OC. I PR E 0) -, AT 4&' 0.(-- VERT- AND (2) 5 BELOW EA. POST LOCATION FILL ALL CELLS UATH 7500 f54 COW_ ALlER! KATE WOO" R4 R4D. BRACE EXTEFWR SIDE OF WALL DURING COMPACT kIN OF Tws AREA 5 - 40' OC- 9—=:%T SIZE V -1 cow. PROVIDE OPEN READ rr- AT 46' Oi-- FOR WEIFF's 3 CLR. COV- cC.4T, AS ALL RE>3ARffypJRETAtNENGWALL AT RATIO N6'JTESt[ G:F WALL FOR PATIOSLA13 LEAVE BRACES N PLACE FOR I DAYS AFTER PATIO . SLAB M POURED 2) 69-t- SON T522 (243OLb- max LIPLFT) 01 2) PU,44ES FZT22M (2S30LO. max WILFT) or 2) --Z11CC ADS-2 (3412Lb- ma. LIPLFV DOUBLE T PLAN FOP, 01ANTITY I'LATE HK ofl DETAIL Fcr (2) GG 6 For 0AI e GIRDER ( I tit A 1fi L11 Es C) X w LLI z 2 ;-4 z w U 0 if 0 dw*, by- brn01 . sheet S2 Ot F i- O AND a r COM 3T 1SSUEI:) SHALL1-10ENSE TO OT AS AUTjjo pftoCESL?WITH TORITOF?£ s SET ASIDE Ala AVOLATE. F$fB 3ES, SHALLg " '£3 i? FtBE dT' TH— oft C.;t aim THE BFio- SR *tC rite s F THE O 3 5 J uc 0 r FFICECOP my CERTIFICATION of Ncomwdd RETROFIT WORMS AT 163 BRiST01 FOREST TRAIL THE PRESERVE AT LANE MONROE SERVE Emu--- Tmnsho 19 South, Range 30 East, Sanford, Seminole Coodda CENTEX HOMES Mamn" F cquisons and Development Department 385 Douglas Ave, Ste 2000 Altamonte Spring§* Fl 32714 P Pr - CONSULTING CiOYIECKVCAL ENGINEERS I, DEVO SEEREERAM, PH.D4 P.E. 5500 ALHAMBRA DR., ORLANDO, kt1'-n808 PHnNF- ( 407) 290-2371 - FAX: (407) 298-9011 DEVO SEEREERAM, PH.D, P.E. CONSULTING GEOTECHNICAL ENGINEER FLORIDA REGISTRATION N0. 48303 try MOTIROMWX MIME,— 5500 Alhambra Drive Orlando, Florida 32808 * phone: 407-290-2371 * fax: 407-298-9011 is- . • t Date.- June 27. 2006 Demo Project No. 04 -19 3.0 3 C To: CENTER HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, A 32714 phone: 407-661-2150 fax: 407-389-0653 attention: DEREk HENRY LANd DEVELOPMENT MANACqjER XC: Cerrr hi oa of Recommended Retrofit Works at # 163 Bristo/Forest Trail for... THE PRESERVE AT LAKE MONROE Section 39, Township 19 South, Range 30 East, Sanford, Seminole County, Florida Dear Mr. Henry: The attached completion certification report presents the results of our monitoring program for several aspects of the retrofit works, and the complimentary information provided by Yovaish Engineering Sciences, Inc. [YES] for the retrofit works to the property located at # 163 Bristol Forest Trail. A copy of our January 23, 2006 report with our detailed recommendations is included in Appendix "A" for your easy reference, DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 1 The retrofit works were performed during the period January * April, 2006 and comprised of three(3) principal construction activities as follows: Construction of a Mass Concrete Seismic Barrier within 5 ft of the rear lot boundary - Monitored by Devo Engineering. V, Installation, flushing and grouting of 4 inch diameter Schedule 80 Steel Pin Piles approximately 12 ft deep - Monitored by Yovaish Engineering Sciences, Inc. [YES]. Hydraulic Jacking of structure - Monitored by Yovaish Engineering Sciences, Inc. [YES] Having monitored and /or reviewed quality control data provided by YES, and material certification information provided by the contractor, we are of the opinion that the retrofitted property would perform no less than that as per the original design. Please feel free to call us if there are any questions or if any clarification is needed. Sincerely, 7' 4-'J Robin Persad B.Sc. Geotechnical Engineer/Project manager List of Attachments 4—wo Akz--2-aJn n-1 Devo Seereeram, Ph.D. , P.E. Florida Registration Nc. 48303 Date: June 27, 2006 Appendix "A" Copy of Devo Engineering Geotechnical Report Issued on January 23, 2006 Appendix "B" Copy of Yovaish Engineering Sciences Report Report Issued on June 15, 2006 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 2 BACKGROUND INFORMATION The residential structure at # 163 Bristol Forest Trail, Sanford, in the "The Preserve at Lake Monroe" was completed and occupied in September, 2003 and the infrastructure works for the subdivision commenced approximately 12 months before that. The owner indicated that with 30 days of occupation, hairline cracks began to develop. The number and severity of the cracks increased with time and by September 2004 there were minor to moderate crack in several walls, in the floor slab and in the ceiling. There was also evidence of settlement associated the cracks and by the misalignment of the bedroom doors. He also complained that upon occupation of the building significant vibrations were felt when the train passes along the railroad track just southwest of the property. CONSTRUCTION OF SEISMIC BARRIER Excavation and construction of the wall located at the rear of the above referenced property was done by Wal Rose Inc. The concrete supplier used by the contractor for this wall construction was Rinker Inc and was poured on January 25 and 26, 2006. The excavation and concrete pours were monitored by our firm to ensure conformance with the recommendations provided in our report dated January 23, 2006. The length of wall excavated and constructed on January 25, 2006 was approximately thirty five (35) feet and fifteen (15) feet constructed on January 26, 2006. This segment of wall was constructed in one pour but the wall was generally poured and constructed in several segments and finally locked together by a construction joint ("key') to ensure uniformity and proper load transfer. Due to the restrictive nature of the soils within the zone of the wall being constructed it was only necessary to control the minimal seepage of ground water within the excavation trench prior to pouring the concrete. The wall generally extended form I ft below existing ground to 9 ft deep and 2 ft thick(See photos I and 2). The quantity of concrete used for this segment of wall was approximately 32 yd3). The concrete slump was 4 to 5 inches immediately prior to pouring with a design 28 day strength of 3000 psi. DEVOSEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 3 These dimensions were checked at several points along the wall during and after construction and were found to be consistent. Based on the on -site monitoring activities by Devo Engineering and discussions with the contractor during construction it is our professional opinion that this segment of wall was constructed in general accordance with the plans and specification provided in our report dated January 23, 2006. Photo 1. Excavation operations for the first segment of seismic wall barrier DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 4 W INSTALLATION OF PIN PILES The installation, preparation and grouting of the pin piles were monitored by Yovaish Engineering Sciences, Inc. and a detailed completion report for this activity is attached in Appendix "B"of this report. JACKING OF STRUCTURE The structure was jacked against the grouted pin -piles alternating amongst three 60-ton hydraulic jacks to relieve the settlement induced stress on the tie beams and other structural elements( See photos 3 and 4). The foundation was then fixed to the pile and the process repeated to completion. The contractor, Mr Henderson Wilder Contracting Inc installed the pin piles and controlled the jacking operation under the supervision of representatives from both Devo Engineering and Yovaish Engineering Sciences, Inc. Eight (8) pin piles were installed under the structure at # 163 Bristol Trail and each was inspected to ensure they were properly installed and ready to be jacked. Relative survey elevation were taken at a representative location near each pile in order to monitor the deflection during the jacking operation. The load capacity in each pile was mobilized by slightly lifting the foundation ( 1/16 to 1/8 inches) using the temporary jacks. The differential movements were carefully monitored during this period and the brackets on top of each pile was then welded in place to support the induced load upon deactivation of the hydraulic jacks. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 6 Photo 3. Shows the hydraulic jack set on the pin pile DEMO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 7 I - l_ fib' • Ole- s r 4 Photo 4. Shows the configuration of the hydraulic jacks DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 8 c m z D APPENDIX "A" COPY OF DEVO ENGINEERING REPORT ISSUED ON JANUARY 239 2006 SETTLEMENT DISTRESS ASSESSMENT ANd PROPOSEd RETROFIT FOR Ili BRISTOI FOREST TRAIL THE PRESERVE AT LANE MONROE Section 39, Township 19 South, Range 30 East, Sanford, Seminole County, Florida 1110 P:e,aaed CENTER HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs; FI 32714 DEN- T- P.E. - ;DEVO SEEREERAM, PHA, , I __T% cFaTEON6lL HK is , CONSULTING GEOTECHNICAL ENGINEER :.. FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive r: Orlando, Florida 32808 * phone: 407-290-2371 k fax: 407-298-9011 Pate. -January 23, 2006 PWOo Pmject No. 04-193.03C To: CENTER HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, FI 32714 phone: 407-661-2150 fax: 407-389-0653 attention: DEREk HENRY LANd DEVELOPMENT MANAGER Re: SetNement Distress Assessment and Proposed Retrafit for # 163 Bristol forest Trail for.. THE PRESERVE AT LAKE MONROE Section 39, Township 19 South, Range 30 East, Sanford, Seminole County, Florida Dear Mr. Henry: We have performed an assessment of the relative settlement measurements and visual surficial distress of the residential structures located at # 163 Bristol Forest Trail @ The Preserve at Lake Monroe and are of the opinion that the settlement resulted from differential compaction of the sand fill below the building resulting from train -induced ground vibration from the adjacent railroad track. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 1 The transmission of the vibration in the soil is facilitated by the shallow layer of clay which acts as a solid (unlike sand which attenuates the vibration). The clay layer is acting like a shaking table causing differential vibratory compaction of the overlying granular fill. We investigated various options for reducing the vibrating energy reaching the structure and have recommended the construction of a seismic barrier. The barrier is in the form of a mass concrete wall and is to be located just inside the rear property line as shown in Figure 2.1. We have also investigated options for structural stress reduction with major elements of the buildings and recommend the use of adjustable pin -piles for this application as detailed in Figure 2.3. Having reviewed the survey data for the floor slabs taken in September 2004, and comparing the results with those taken in July 2005 where applicable, we are of the opinion that most of the long term settlement has occurred. Once the stresses in the floor slab and beams are relieved with the proposed pin -pile and jacking system and properly monitored for a period of three (3) to four (4) weeks before the surficial repairs are performed, there should be no adverse impacts on the appearance or performance of these houses. The vibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. Please feel free to call us if there are any questions or if any clarification is needed. Sincerely, Devo Seereeram, Ph.D., P.E. Robin Persad B.Sc. Florida Registration No. 48303lGeotechnicalEngineer/Project manager Date: January 23, 2006 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve of lake Monroe -Page 2 TABLE OF CONTENTS Pam 1.0 BACKGROUND INFORMATION .................................... 6 2.0 SITE LOCATION AND DESCRIPTION ................................. 6 2.1 Site Location .............................................. 6 2.2 Existing Conditions ......................................... 6 3.0 PREVIOUS REPORTS AND PRESENTATIONS ........................... 8 4.0 NRCS SOILS MAP .............................................. 8 5.0 EVALUATION AND RECOMMENDATIONS ............................. II 5.1 General ................................................. II 5.2 Mechanism for Transmission of Vibrations ....................... 12 5.3 Seismic Barriers ........................................... 13 5.4 Recommended Method of Mitigating Structural Distress ............ 14 5.5 Recommended Method of Mitigating Vibrations ................... 15 5.6 Recommended Construction Methodology ....................... 15 6.0 CONCLUSIONS...............................................17 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 3 TABLE OF CONTENTS (CONTINUED) Page No List of Exhibits Exhibit 2. Transmission of vibrations from a freight train ................................ 12 Exhibit 3. Effect of a seismic barrier on wave energy .................................... 14 List of Tables Table 1. Key NRCS Data for Basinger, Samsula & Hontoon soils, depressional (# 10) ........... 10 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 4 TABLE OF CONTENTS (CONTINUED) List of Alta'ched Figures General Figures Figure 1.1 Site Vicinity Map Figure 1.2. Site Aerial Image Figure 1.3 NRCS Soils Map Seismic Barrier/PinPile fizures Figure 2.1 Recommended Seismic Barrier Locations Figure 2.2 Recommended Seismic Barrier Cross Section Figure 2.3 Pin Pile Detail Figure 2.4 Settlement Data and Recommended Pin Pile Locations for House @ # 163 Bristol Forest Trail DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at lake Monroe -Page 5 1.0 BACKGROUND INFORMATION The residential structure at # 163 Bristol Forest Trail, Sanford, part of the subdivision, The Preserve at Lake Monroe, had displayed cracking in several walls and in the floor slab. Construction of the building was going on in June 2003 and closing took place in September 2003. It is also understood that site preparation works started in the last quarter of 2002. The owner complained that upon occupation of the building significant vibrations were felt when the train passes along the railroad trackjust southwest of the property. The Owner also indicated that with 30 days of occupation, hairline cracks began to develop. The number and severity of the cracks increased with time. By September 2004 when this investigation commenced there were minor to moderate crack and some portions of the house, some accompanied by settlement. 2.0 SITE LOCATION AND DESCRIPTION 2.1 SITE LOCATION The site is located along the southern side of Lake Monroe between US Highway 17/92 and the Eastern Seaboard Railroad about 0.25 miles north of SR 46 in Seminole County, Florida. Figure I . I (attached) show the approximate limits of the study area on the USGS 7.5 minute series quadrangle map for Sanford, Florida, (photo revised 1988). As noted in Figure I . I , the site is located within Section 39 of Township 19 South, Range 30 East, Seminole County, Florida. 2.2 EXISTING CONDITIONS Figure 1.2 (attached) shows the site and its surroundings on an aerial image photo date: Dec. 2003). The southern portion of the site is occupied by the residential subdivision, The Preserve at Lake Monroe, which was partially constructed at the time of the investigation. The site is bounded on the north by US Highway 17/92 and then Lake Monroe. The northern portions of the site consist primarily of wooded wetlands. The Eastern Seaboard Railroad runs just outside the southwestern boundary of the site. The closest buildings in the subdivision to the railroad are located along the southwestern side of Bristol Forest Trail, about 200 ft away from the closest railroad tracks (see Exhibit I ). There is a stormwater management pond behind the houses on the opposite side of the road. There are some residential buildings further east of the development. Old Lake Monroe Road runs DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 6 W along the southwestern side of the railroad track and there are some agricultural areas beyond see Figure 1.2). The quadrangle map (Figure I.1) shows predevelopment ground surface contours for the site. In the area of Bristol forest Trail the contour show ground surface elevations between +5.0 and + 15.0 ft NGVD, generally sloping towards Lake Monroe in the northwest. The wetlands in the northern portion of the site are generally below +5 ft NGVD. Exhibit 1. Shows Relative Locations of Impacted House and Railroad Tracks DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 7 MW u 3.0 PREVIOUS REPORTS AND PRESENTATIONS Devo Engineering also performed a field inspection and, utilizing data obtained by YES, issued a memo on the preliminary findings of the investigation. The memo dated November 2, 2004 is referenced below: The preliminary findings were that the settlement observed on this residential structure was as a result of the differential compaction of the sand fill below the building more than likely resulting from train -induced ground vibration. The transmission of the vibration in the soil is facilitated by the shallow layer of clay which acts as a solid (unlike sand which attenuates the vibration). The clay layer acts like a shaking table causing differential vibratory compaction of the sand fill. The possibility of retrofit works below the houses (ranging from pin piles to grouting) was suggested. Another suggestion involved construction of a seismic barrier between the railroad track and the lots to reduce and/or deflect the vibration waves cut-off may also be required. The preliminary recommendation also suggested that the remedial measure may have to be extended to protect the other houses that were close to the railroad. PRESENTATION BY DEVO ENGINEERING [February 8, 2005] Devo Engineering did a technical presentation to the Engineering Staff at Centex Homes on February 8, 2005. In the presentation the preliminary findings were reinforced and a recommendation was made for construction of some form of seismic barrier. The type of seismic barrier and details were to be investigated and design recommendations made. 4.0 NRCS SOILS MAP The Natural Resources Conservation Service (NRCS), an agency of the US Department of Agriculture, has mapped and published descriptions of the shallow soils (i.e., within 80 inches of land surface) in Seminole County, Florida. In undeveloped areas (without the addition of impervious areas, the establishment of drainage systems, and/or site grading), the NRCS soil mapping is usually fairly reliable and it is good engineering practice to compare the published NRCS characterization data to the site -specific geotechnical data. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 8 Figure 1.3 (attached) shows the approximate limits of the overall site area on a scanned image of the NRCS soils map. As noted in this figure, there are the following three (3) NRCS soil map units within the property: Bassinger, Samsula and Hontoon soils, depressional (# 10). Felda and Manatee muck fine sands, depressional (# 15). Myakka and Eau Gallie fine sands (#20). Note however, that Unit # 10, Bassinger Samsula and Hontoon soils, depressional is the dominant soil map unit on the site and it includes the entire area along Bristol Forest Trail and it's surrounds. This nearly level, very poorly drained soil has a seasonal high water table that is above the ground surface. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 9 U Key NRCS characterization data for this soil map unit is presented in Tablet . Table 1. Key NRCS Data for Basinger, Samsula & Hontoon soils, depressional (# 10) The soils in this map unit are nearly level and very poorly drained. These soils are in swamps and depressions. In most years, the undrained areas of the soils in this map units are ponded for 6 to 9 months or more. Hydrologic Soil Group D Typical Soil Profile Basinger Depth Soil Color & Texture Permeability 0 - 6 in very dark gray mucky fine sand 6 - 18 in light gray fine sand 18 - 35 in dark grayish brown and light brownish gray 12 to 40 ft/day fine sand 35 - 80 in light gray fine sand Samsula Hydrologic Soil Group B/D 0 - 30 in muck 30 - 45 in dark gray fine sand 12 to 40 ft/day 45 - 80 in gray fine sand Hontoon Hydrologic Soil Group BAD 0 - 18 in dark reddish brown muck very dark brown muck 12 to 40 ft/day 18 - 48 in 48 - 80 in black muck DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 10 5.0 EVALUATION AND RECOMMENDATIONS 5.1 GENERAL Given the type and pattern of distress exhibited by the building and the close proximity of the railroad it was initially felt that either one or more of the following could have been the cause: 1111 Improperly compacted fill (see subsequent photos). Consolidation of the underlying clay. Buried organic soils. Vibration from adjacent freight train. ok, Some loss of soil under the slab due to erosion/ground water seepage. Sinkhole activity. Based on the results from the subsurface investigation and review of other available geotechnical data several potential causes were eliminated as follows: 10a' There was no buried muck. Buried organic layers undergo time dependent settlement. This area is not within an active sinkhole zone. The fill material appears to be of suitable texture and is compacted, except that a I -ft thick loose zone is observed at the base of the fill. There is no evidence of piping and seepage related soil loss below the slab because the eroded soils would have been observed at some downgradient location. Although the borings show the presence of a sandy clay layer, the settlement does not appear to be related to consolidation of clays. The changes in the site grades were not significant. On average, I ft of fill was placed above the existing grade. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 11 Plastic clays are too deep (> 5 ft) and generally outside the high stress zones. These clays are generally very overconsolidated, and the magnitude of settlement is expected to be small. Overconsolidated clays are clays which have experienced higher stresses in the past. The relative surveys performed by YES are generally consistent with the visual crack alignment observed and the additional settlement recorded after a period of 10 months or so was nominal and generally ranged from 1/8 to 3/8 of an inch as shown in Figure 2.4 . It should be noted that ongoing settlement monitoring was not implemented and as such, the incremental settlement measured could have very well occurred within the ensuing three 3) months, i.e., sometime towards the end of 2004. 5.2 MECHANISM FOR TRANSMISSION OF VIBRATIONS The clay layer acts as a "shaking table" which further compacts the loose sandy soils above the clay. It is felt that vibrations from passing freight trains are being transmitted through a layer of "fat" clay near the ground surface. This clay layer occurs at shallow depth beneath the railroad track, and extends beneath the building footprint where distress has occurred. This clay layer is incompressible during short term loading, and acts as a conduit for the transmission of vibrations from the freight train (see Exhibit 2). As a result, vibrations are felt at a greater distance than would normally be expected. DEVO SEEREERAM, PH-D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 12 bobkepak** go House 10 a Train 200 ft 4 :31: D Sand Layer 4— I I Clay Layer Sand Laer This clay layer is incompressible during short term loading, and acts as a conduit for the transmission of vibrations from the freight train. As a result, vibrations are felt at a greater distance than would normally be expected. Exhibit 2. Transmission of vibrations from a freight train. These vibrations combined with perhaps some degree of inadequate site preparation before construction of the structure resulted in a combination of adverse factors. Vibrations from passing trains, transmitted through the incompressible clays, resulted in further compaction of loose sandy materials after construction. 5.3 SEISMIC BARRIERS Various forms of seismic barrier have been investigated to reflect or absorb some of the energy or a combination of both as depicted in Exhibit 3. The barrier should extend downwards past the clay layer. A depth of 8 ft would be adequate in this particular application. DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 13 House 1 1 00 ft 1' Sand LayerdLa M Sand Layer Exhibit 3. Effect of a seismic barrier on wave energy. 5.4 RECOMMENDED METHOD OF MITIGATING STRUCTURAL DISTRESS Train 1 )Clay Layer The settlement related distress exhibited by the structure can be addressed by raising foundations to original elevations using Pin piles and jacking as detailed in Figure 2.3. The relative settlement data and recommended locations for the pin -piles for# 167 Bristol Forest Trail are shown in Figure 2.4. The pin piles and jacking system can be properly monitored and controlled and have the least potential for adverse impacts on utilities. Structural repairs can be performed on the building thereafter and properly monitored, with weekly visual inspections and elevation checks and then the surf icial repairs can be effected upon approval by the project geotechnical engineer. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 14 The source of the vibration will nevertheless continue and the structure may be subjected to further distress, although at a much reduced rate as the loose soils continue to densify with the vibrations. The discomfort experienced by the occupants of the house will also continue. It is prudent therefore that measures are taken to significantly reduce seismic energy originating from the trains from reaching the structure. The recommended type of seismic barrier is detailed in the following section of this report. 5.5 RECOMMENDED METHOD OF MITIGATING VIBRATIONS Construction of a seismic barrier to reflect and/or attenuate wave energy can be done by several methods. However having reviewed the available options, we recommend the use of a mass concrete barrier as shown in Figures 2.1 and 2.2. The barrier should be constructed as far as possible to the rear of the lot as shown in Figure 2.1. A typical transverse section of the barrier with principal dimensions is shown in Figure 2.2. Note that the ground water table is expected to be close to the ground surface (1.5 to 3.5 ft) and therefore dewatering is likely to be necessary. A large, dense solid such as a 2 ft thick mass concrete wall, would be effective in reflecting the seismic waves. Space requirements during construction for excavation, shoring, etc. will be significant but nonetheless available. A nominal thickness of soils, sufficient to maintain landscaping, can be retained at the top. Given the relatively shallow ground water table, construction dewatering would be required, however this can be done during the actual concrete pour using a tremmie starting from one end and progressively displacing the water. 5.6 RECOMMENDED CONSTRUCTION METHODOLOGY The specific method used for the construction of the mass concrete wall is the responsibility of the Contractor, however our recommendations are as follows: O Prefabricate trench boxes 2 ft wide by 8 ft high by 20 ft long. Excavate the top of the trench as deep as practical using a small trackhoe with a nominal 24 inch bucket. p Place the trench box and continue to excavate to the required depth (9 ft) while similarly advancing the box into the trench. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 15 O Repeat steps © and © for another section of trench. Place and compact concrete from the point of commencement progressing in the direction of the excavation using a tremmie while displacing the accumulated ground water to a convenient sump and lift point. Concrete to be cast up to I ft below ground surface. O Install a temporary stop end, complete the concrete pour for the first section of wall and withdraw the first trench box, almost like vertical slipforming. Continue the above sequence to completion of the wall. Backfill the top I ft over concrete with soil and reinstate landscaping. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 16 6.0 CONCLUSIONS Having reviewed the survey data for the floor slabs taken in September 2004, and comparing the results with those taken in July 2005 where applicable, we are of the opinion that most of the long term settlement has occurred. Once the stresses in the floor slab and beams are relieved with the proposed pin -pile and jacking system and properly monitored for a period of three (3) to four (4) weeks before the surficial repairs are performed, there should be no adverse impacts on the appearance or performance of these houses. The vibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. DEMO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 17 FIGURES OR i • _ ' = i NTH GRAPHIC SCALE 1 INCH = 2,000 FEET moo, / r - 1.ODC 0 1,000 2,000 ... am 19 tiubsta a y PoweNN(( TT l r L A i010 Ir ' LEE MONROE Roads;' r PArk Oat\ .i• Ramp Light Proliect Boundary 17 trto P. . f 7- _ . y Lake " a w\ —.• y — sFq 4 Monroe w s • a' r- _ << I e r41 t r ova I _ i ` W ° t•, I ?1i 4 NNAR -us -AVE O, O _ ! `` •- I• • ... ° I `1 - 1 StJosepltsi1 I: °• I. I i m I jam ° fi rrka U. i'i`•q ` =° riMtf say • 'y i b '• SITE VICINITY MAP Source: Sanford, FL h, r ; e o 1 Photorevised 1988, Section 39 pTownship 19 S, Range 30 E o • WLTW UEl pyyERU l THE PRESERVE AT II— N"•'°" a "°.`".. E'" °'""°"®°"" P1oa / pT,pyyll f•. INT:ASW I WM•av h.i0 "•+•.•vv.q cwh LAKE MONROE isl S8 « Ich Pa.•« , pg AZ 10-06-04 NOTED 04-193.03 FIGURE 1.1 r r r r , NCH GRAPHIC SCALE 1 INCH = 1,000 FEET 4 - LEGEND: 10. Basinger, Samsula, and Hontoon Soils, depressional 15. Felda and Manatee Mucky Fine Sands, depressional 20. Myakka and EauGallie Fine Sands 92 15 r 21, 13 1~ 15 j 2G F,gi.ra Name - Yl i NRCS SOILS MAP f Source: Soil Survey of 13 Seminole County, FL. Sheet # 3 15 t COMTK GE0" I THE PRESERVE AT ao,..,a. ° .'""'a" E" 'm."`""°" LAKE MONROEr V1iar,s rgnip}Dit sa lWti T8690r1 W.Uv[e hl+p i.wr Oerm.q.wm k.' cn*aWa DS oaM+ AZ ` 10-06.04 NOTED Pe.n 04193.03 FIGURE1.3Br L: LOcm Bristol Forest Trail - (50 ft road reserve) 50ft 50ft............ Existing single story Building,, 4 169 Bristol Forest Trail Rear of Lot Existing single story Building 167 Bristol Forest Trail 50ft 50ft r........................................ Existing two story Building Existing single story Building 165 Bristol Forest Trail #163 Bristol Forest Trail 2ft ? y10ft................................... ................ Buried mass concrete barrier 2ft W x 100ft L x 8ft H from 1ft to 9ft depth) D WWLTINc cEohaWA MW Rvr. 1.011 I46i»t fb/i }..W l F9'. Nana PROPOSED BARRIER LOCATION jP----THE PRESERVE AT LAKE MONROE OS AZ 1' 08.12-05 1— NTS 1'—" 04-193.03 1 FIGURE 2.1 r --a r it r w 0 NO IN 3.Oft 6.Oft 9.Oft 12.Oft Rear ro erty line varies 2flL / Exg ground level Existin soil la ers 8ft Continuous mass concrete wall 2ft Wide X 8ft Deep Existin soil la ers v® E=xis t inq House I.,- N,- D [ yl-1j TRANSVERSE SECTION OF BARRIER (TYPICAL) OXAM THE PRESERVE AT LAKE MONROE m. Am .. DS o ey. AZ or.. 084245 amb NTS " 0I-183.03 1 FIGURE 2.2 4" Dia. Schedule 80 \ W 8" x 24" x 16" Steel H steel casing Welded onto a 5" Dia. Schedule 80 Steel Pipe 4000 PSI Concrete Auger cast pile Mix) r Min. Depth 10' PIN -PILE DETAIL Notes: 1- Install the 4" diameter schedule 80 steel casing to the required depth. 2 - Pump 4000 psi auger cast pile concrete mix into the casing to create a bulb of volume 6-8ft3 and allow to set. 3 - Install the prefabricated support arm over the pile casing and rotate into position Beneath the building footing. 4 - Jack the support arm over the pile to level the building and fix into position. 5 - Grout the resulting cavity around the base of the footing and reinstate the area. Fgun home PIN -PILE DETAIL u I I' Pn eawma co IJActohcl CAL@ ?s /J' THE PRESERVE AT LAKE MONROErnuwiwriaonrtanaeesoi.,,. mio a=o^ i'° `.'° - DS o er ' stile '; a AZ 08-12-05 NTS 04-193.03 1 FIGURE 2.3 I LEGEND: Proposed Pin -Piles (6 NOS) Relative settlement contour in July 2005 (inches) 0 500 Relative settlement measured in July 2005 (Inches) LD) ISettlement Data &Recommended A l Pin -Pile Locations i j) for # 163 Bristol Forest Trail 11(l I / Pigetl Name. MOW GEOWWA DOM f f i THE PRESERVE AT a,W,a `wb w^•• LAKE MONROE oew. i o+xeo-»rsari 7sn.wi yam natlf0a pS ° By AZ 08-12-05 mow. NITS,,..a 04-193.03 FIGURE 2.4 nnpwea er c T Z A APPENDIX "B" COPY OF YES COMPLETION REPORT FOR THE PIN PILES DATED JUNE 159 2006 June 15, 2006 Centex Homes 2301 Lucien Way Suite 400 Maitland, Florida 32751 Attention: Mr. Derek Henry Subject: Site Inspection and Completion Report, Pile Installation Operations, 163 Bristol Forest Trail, Lot 61, The Preserve at Lake Monroe, Seminole County, Florida (PN 04-E0153.72) Dear Mr. Henry: As requested, we preformed inspection services during the pile installation operations at the lot referenced above. Recommendations for the pile locations are presented in the geotechnical engineering report prepared by Devo Engineering, Inc. PILE INSTALLATION OPERATIONS The pile installation was completed by Henderson Wilder Contracting, Inc. and monitored by our firm on a periodic basis, during the period from March to April, 2006. A total of 8 piles were placed at select locations along the exterior footing. The approximate location of each pile is depicted on Figure 1, attached. All piles were installed to a depth of approximately 10 ft. below present grade (bpg). During the pile construction, the composition/consistency of the underlying soils were inspected. Using a washout pipe, a void was created beneath the pile tips before grouting. The quantity of grout used in forming the bulbs and filling the pipe ranged from 8.9 to 9.7 ft3 (0.33 to 0.36 yd3). The pressure during the grout pumping operations ranged from approximately 40 to 100 psi. Brackets were placed at the top of each pile and below the existing foundations. Temporary hydraulic jacks (mounted between the pile and bracket) are used to mobilize the capacity of the pile and re -level the structure as may be necessary. No re -leveling of the foundation was required. However, the load capacity of each pile was mobilized by slightly lifting the foundation (1 / 16 to 1/8 inch) using the temporary hydraulic jacks. The elevations of the brackets were carefully monitored during this portion of the pile construction. Thereafter, the brackets were welded to the piles. The welds were checked and appeared satisfactory. 163 Bristol Forest Trail PN 04-E0153.72 CONCLUSIONS Page 2 Based on the results of the periodic on -site monitoring activities by Yovaish Engineering Sciences, Inc., and discussions with Mr. Wilder during the underpinning operations; it is our professional opinion that the pin piles were installed in general accordance with the plans and specifications provided by Devo Engineering, Inc. Accordingly, Yovaish Engineering Sciences, Inc. does hereby state and affirm that the pile construction was performed in full compliance with the intent of the plans, specifications and recommendations prepared to remedy the settlement and related distress of the foundation elements of the residence 163 Bristol Forest Trail, City of Sanford, Florida. CLOSURE We trust that this letter report provides the information required. Should there be any questions please contact us. Very truly yours, Yovaish Engineering Sciences, Inc. Douglas J. Yovaish, P.E. President Florida Registration No. 52247 Attachments: Figure 1 a 0 0 Scale in Feet PIN PILE LOCATION Consulting Engineers in the Earth Sciences, Geotechnology, Hydrogeology and Construction Materials Testing ep sro FO AFSTr SUBSOIL & GROUNDWATER LEVEL INVESTIGATION LOT 8'4 i63 BRISTOL (FOREST TRAIL SEMINOLE COUNTY, FLORIDA DRAWN SCALE JOB NO. CJM NOTED 04—E0153.72 APPROVED DATE : FIGURE: DJY 6 13 06 1