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HomeMy WebLinkAbout167 Bristol Forest Trl 03-1769 New SFHPERMT ADDRESS N k, Q LE-p "A '-kok CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Centex Homes 385 Douglas Ave., Ste 2000 Altamonte Springs, FL 32714 407-661-2176 CGC 049689 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR ( PLUMBING CONTRACTOR 1Ct-r MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE v d SUBDIVISION q,Q,%x,A Q. h, PERMIT # O I o DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE I 0 d b H o v mot.• CITY OF SANFORD PERMIT APPLICATION Permit # : 0 co - ) 3 Job Address: Description of Work: /Zn c/ey,,m • n )'0 N n e6e, ;;"r : Date: Zt n . a oa d RECEIVED Historic District: Zoning: Value of Work: $ 7, 916 -2:v ` -L_ 6 20 oG Permit Type: Building 11Electrical 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 ll*' Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel#: - - 3 0—0-9L700e Owners Name & Address: Ceo, e Y. h Attach Proof of Ownership & Legal Description) Phone: Contractor Name & Address: 44P r Sr,2#2 loy e r /lyp i%BtiQrjlt/ La ri P ' Oy (J tf t State License Number: e de G al-VS-9 elrleePhone & Fax: / %— f%' G %s Contact Person: 4 e 9 IlP rJ OH Phone: Bonding Company: YOr e Address: Mortgage Lender: Address: 09 Architect/ Engineer: _ Oe r 0 ,e j-t Phone: 7 d 7- a 90 Address: S!raO 41,o , ,Oar r / aF t O Fax: 9 O // Application is hereby made to obtain a pennit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verificj;iwq th non y t re ier of the property 5 o a Uj p N CDSignat e o- ner'Agen Date co Yd G N P t ergen Name O C75 Zci Z Signature of' Notary-State of Florida l Da n a E Z: vU cco, Owner/ Agent is V/ Personally Known to Me or V o T g ProducedIDZAPPLICATION APPROVED BY: Bldg: Zoning: _ Initial & Date) Special Conditions: of the requirement f Florid ien Law, FS 713. Signature of Contractor/Agent Date kz r i N Y Prim Contrac or/ s Name i bf Notary; Statq',FlogillaVt Date EXPlNES fVru tl beti2,200( nR`O pendebThruPudgetNetxyService r Contractor,/ Agent is Personally Known to Me or Produced ID LL) 0- (A(AFj- 33-3a- initial & Date) Utilities: FD: initial & Date) ( Initial & Date) Permit Number:. P#AEtve`ahm PIt1F` _z cum i11. C;1lti.'ua i:Y:UNTParcelIdentificationNumber: 22-19-30-502-0000-0590 SOINILh (A-00 lK 06143 Pg t383; (lpg) This Instrument Prepared by and After Recording Return to: CLE RWI SS 4k Name: Centex Homes llkCf3RU: T? it ,lZ ittl 1:1.= 2301 Lucien Way, Suite 400 PH K11;0J)1M Maitland, FL 32751 lfr~C;,1009--b BY t hnlden NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE The undersigned hereby gives notice that improvement(s) 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. CERTIFIED COPY 1. Description of property (legal description of the property, and street address if MA PANNE MOR available): 167 Bristol Forest Trail, Sanford, FL 32771 CLF t fAIRC:UIT CO erve at 2. ' General description of improvement(s): Underpin foundation MAR 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 5.. Surety (if any) Name and Address: Telephone Number: Fax Number: Amount of bond $ 6. Lender: (if any) N/A 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: 407-661-4099 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 managin eral partner, By: Printed Noe Derek Henry Title: Land Development Manager Sworn to and subscribed before me this 20`" day of February 2006 by Derek Henry the Land Development Mana eg_r 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. FLORI O ICY -CLERK 22 Signat re of Notary Public t;; No ajy Beath PO ROBYN A. BRONSONrr,Y Commisslon 8 DD0224412 n bores 71=007 ora ` Bonded Through a00 43z 254) Flodda Notary Assn., Inc. W NN1N.1N11..1N.N...NN.................... Seminole County Property Appraiser Get Inf6..iatwi by Parcel Number Page 1 of 1 r AtF:.l} .ir,F;33& Nkd, ::.'3,A, So;: A i -:;: \2 WX S h"••'•' •, PROPERTY Y. /) !h. S PS f2"•` A - a.. Qi. lvr K coY , oaf. ,dex • J 5 w -0 T t,6, -0 xx {{{{, t,/yy 41i.iIS]fli.Sl^w. 4lLYi31)1) ( Z'M 1 !-' J N', YJ r { Tr aFixi^°sO7f•idE'P3 Cri o.Vti'' F 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 22-19-30-502-0000-0590 Number of Buildings: 1 Owner: CENTEX HOMES Depreciated Bldg Value: $120,445 Mailing Address: 385 DOUGLAS AVE STE 2000 Depreciated EXFT Value: $0 City, State,Zi pCode: ALTAMONTE SPRINGS FL 32714 Land Value (Market): $29,500 Property Address: 167 BRISTOL FOREST TRL SANFORD 32771 Land Value Ag: $0 Subdivision Name: PRESERVE AT LAKE MONROE JustlMarket Value: $149,945 Tax District: S3-SANFOR D-WATERFRONT REDVDST Assessed Value (SOH): $149,945 Exemptions: Exempt Value: $0 Dor: 01-SINGLE FAMILY Taxable Value: $149,945 Tax Estimator SALES 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: $2,348 WARRANTY DEED 06/2005 05782 0700 $260,000 Improved Yes 2005 Taxable Value: $117,646 WARRANTY DEED 10/2003 05088 0776 $162,800 Improved Yes DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Land Land Frontae De Unit Price gpthPLATS:; Pick... Method Units Value LOT 59 PRESERVE AT LAKE MONROE PB LOT 0 0 1.000 29,500.00 $29,500 62PGS12-15 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2003 6 1,934 2,379 1,934 CB/STUCCO $120,445 $122,279 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 25 Appendage / Sgft GARAGE FINISHED / 420 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. re_ web. seminole_county_title?parcel=22193050200000590&cpad=bristol%20forest&cpad_i1 /26/2006 SETTLEMENT DISTRESS ASSESSMENT ANd PROpOSEd RETROFIT fOR 167 BRISTOI FOREST TRAit THE PRESERVE AT LAKE MONROE L si RF S E.RVE 1M1 M=: I IN A: Section 39, Township 19 South, Flange 30 Fast, Sanford, Seminole Canty, Florida ,& ze{ianed dac , - y, CENTEX HOMES an Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springst-Fln32714 00 1 i 'R10.6-01200000 04 O PH.D.9P.E. ©,yr,< DEVO SEEREERAM9 CONSULTING GEOTECHNICAL ENGINEER ...... FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive * Orlando, Florida 32808 - phone: 407-290-2371 - fax: 407-298-9011 Aft. January 23, 2006 P&6Mr6*et No. 04-193.03B 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 DEVE[OPMENT MANACiER Re: SetNement Distress A wmi mtW Proposed Retrofit for # 167 Rristo/forest Trail for.. THE PRESERVE AT LAKE 70NROmE 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 # 167 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 GEOTECHMCAL ENGINEER The Presence of 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, o+/.SLt/Dm Devo Seereeram, Ph.D., P.E. Robin Persad B.Sc. Florida Registration No. 48303 lGeotechnicalEngineer/Project manager Date: January 23, 2006 DEVo SEEREERAM, PH.D., 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 Exhibits Exhibit I . Shows Relative Locations of Impacted House and Railroad Tracks .................. 7 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 - Poge 4 TABLE OF CONTENTS (CONTINUED) List of 4ffa'ched fi ares General Figures Figure I. I Site Vicinity Map Figure 1.2. Site Aerial Image Figure 1.3 NRCS Soils Map Seismie 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 @ # 167 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 # 167 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 1 7/92 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 DEMO 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 GEOTECHNICAI ENGINEER The Preserve at Lake Monroe - Page 7 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, 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 GEOTECHNKAL 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, 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 brownishg ra y 12 to 40 ft/day fine sand 35 - 80 in light gray fine sand Samsula Hydrologic Soil Group B/D 0 - 30 in muck I 30 - 45 in dark gray fine sand 12 to 40 ft/day 45 - 80 in gray fine sand Hontoon Hydrologic Soil Group B/D 0 - 18 in dark reddish brown muck 12 to 40 ft/day 18 - 48 in very dark brown muck 48 - 80 in black muck DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNKAL 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). lk Consolidation of the underlying clay. Buried organic soils. lk Vibration from adjacent freight train. 4 N Some loss of soil under the slab due to erosion/ground water seepage. IkN 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. 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. CONsuum 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 GEOTECHNKAL ENGINEER The Preserve at Lake Monroe -Page 12 dim Yho WII 0° 0° House Train 200 ft ^ J J Jill Sand Layer 1 Clay Layer4-4 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, Pill P.E. CONSULTING GEOTEGHNIGAL ENGINEER The Preserve at Lake Monroe - Page 13 ayer Exhibit 3. Effect of a seismic barrier on wave energy. 5.4 RECOMMENDED METHOD OF MITIGATING STRUCTURAL DISTRESS 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. CoNsuamr, 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 $EEREERAM, 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 GEOTECHN"L ENGINEER The Preserve at Lake Monroe - Page 17 FIGURES 7 - GRAPHIC SCALE Y w _ ,F`. •x 1 INCH = 2,000 FEET r i , r c ^ 1 f —•---- - , _ w''s`' i ooa „ soo . o00 oro oao 19 4dez- • . Batiste`; •'' 'e i, _ t N rowe• J j LAKE MONROE Roads P \` Project Boundary i / i _ c Light 1 M 9 wr Lake Monroe I I TI bm a _` VDNA- RC SfJS _ _ A -- - t Josephs is _--_ • 'u ° I I 2 l, BM46. 46 2 •• 6 s I 27 I • I gyp`_ z-- s'AlinL 39 — 3 I r-.j` • ION T_ 1 p i.ff /—VA38 K_. SITE VICINITY MAP Source: Sanford, FL Photorevised 1988, Section 39 Township 19 S, Range 30 E cor sanllc c o>EDw v. 1 i P yam° , THE PRESERVE AT m °"".°.,°.`"'m° E""'m•_.„`" LAKE MONROEww (pYlbp.tlrf RaWil}W.DIt WOf°•.MU.'w•G•v°•,p co-n Ch.Md n°eY IDS M° AZ o.k 10-0644 s-" NOTED "m a 04-193.03 1 FIGURE 1.1 rvoarr GRAPHIC SCALE 1 INCH = 1,000 FEET 500 10 250 500 1,000 2.000 LEGEND: 10. Basinger, Samsula, and Hontoon Soils, depressional 15. Felda and Manatee Mucky Fine Sands, depressional 20. Myakka and EauGallie Fine Sands L - 25 $ 20 t a7 r j 15 1; 20 20 1 _ AJ a 4— 20 S- ir Fgure Nemc 5Q'_ - I- (j NRCS SOILS MAP h 6 I l 1 J )j ( Source: Soil Survey of llL Seminole County, FL. Sheet # 3 OMTK THE PRESERVE AT o• z « E .. , v...,,... LAKE MONROE Agxovd sy DS AZ 10=f.4 svi•v,q,.,n NOTED 04-193.03 FIGURE 1.3 l N Bristol Forest Trail - (50 ft road reserve) 50ft 50ft 50ft 50ft r#166 g single story Building Bristol Forest Trail Existing two story Building 165 Bristol Forest Trail 10ft Rear of Lot 2ftWx 100ft Lx8ft H from 1ft to 9ft depth) I PROPOSED BARRIER LOCATION r u nG GE07W v c n[[x_ t/l(l — ProJecl N. meTHE PRESERVE ATtMHVmiVG\J GV..JI r 1-° FW•°-° LAKE MONROE2]i fm Noi i96R•tl Wesvis ! p .nr a.wn•..mm ChWkWt pr.w. BY', Deb' Sc.l.' R..dN Awe\ ay DS AZ 08-12-05 NTS O4193.03 FIGURE 2.1 Rear ro erty line Existing round level Existin soil la ers 3.Oft 8ft Continuous mass concrete wall 6.Oft 1 2ft Wide X 8ft Deep 9.Oft " '-- Existing soil layers 12.Oft gvie Name TRANSVERSE SECTION OF BARRIER (TYPICAL) ce su naGrioho"N"m ` _ THE PRESERVE AT c.•...°° ~~° I -°. °.° LAKE MONROEP..wr,no-zr q. ,w+, rienoi, wean• anvwa.a.w.am.. GTed & ID —By ': 9Ce e. Projecla iao•'ee By DS AZ W12-05 NTS O4-193.03 1 FIGURE22 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. Fq., Ne ne PIN-PILE DETAIL i r 96_. o,- NH aruuMGMDWADGMInl 1 N THE PRESERVE AT E-•°- - LAKE MONROE der DS Bey AZ " 08-12-05 "' NTS I ....... 04.193.03 FIGURE 2.3 LEGEND: OProposed Pin -Piles (8 NOS) 00 Relative settlement contour in July 2005 (inches) 0.125 Relative settlement measured in July 2005 (Inches) 0.312 Relative settlement measured in Sept. 2004 (Inches) CON"IM GEOTEG4RdOA1 EtCr RS"r a° Br DS C'_g AZ D 08-12-05 I,— Ne Settlement Data &Recommended Pin -Pile Locations for # 167 Bristol Forest Trail THE PRESERVE AT LAKE MONROE NTS vo«iu04493.03 1 FIGURE2.4 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the"building located at. 167 BRISTOL FOREST TR for which permit 03-00001769 has heretofore been issued on 5/13/03 has been completed according to plans and specifications filed in the office of the Buildi g Official prior to th issuance of said building permit, to wit as CA,) S complies with all the building, plumbing, electr al, zoning 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 DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter "` Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage 0 1 Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer 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 Driveway PPRq PATn DATE AMOUNT 8/27/03 10.00 5/14/03 10.00 8/12/03 10.00 7/15/03 10.00 5./14/03 10.00 5/14/03 59.27 5/14/03 54.00 5/14/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at-, 167 BRISTOL FOREST TR for which permit 03-00001769 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 01-POLICE IMPACT - RESID 5/14/03 01-RADON GAS TAX FEE 5/14/03 01-ROAD IMPACT FEES 5/14/03 01-RECOVERY FD/CERT. PGM. 5/14/03 01-SCHOOL IMPACT FEE 5/14/03 WD IMPACT:SINGLE FAMILY 5/14/03 SD IMPACT:SINGLE FAMILY 5/14/03 35.00 91.93 11.90 847.00 11.91 1384.00 650.00 1700.00 C'P_A-rx V- (` A F 106'.-/' tolm-/' OWNER BUILDING OFFICIAL / DA E CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: 1CD= PERMIT #: ADDRESS: CONTRACTOR: PHONE #: y0 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. I0/i3/03 gineering C 0. S'0Fire n A Public Works OZoning I ( Utilities OLicensing L L A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ER IFCT LATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: CY j-' ADDRESS: CONTRACTOR: PHONE #: L O'll V The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Fire Irrr3/a r v/i m 5 l OZonin Y19 Utilities OLicensing V1 ( CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) k CERTIFCATE OF OCCUPANCY W Q); o REQUEST FOR FINAL INSPECTION' ' SINGLE FAMILY RESIDENCE**** =3 s' DATE: LAJ PERMIT #:`j- ADDRESS: CONTRACTOR: PHONE #: ( Lio'l u The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Wo tilities/ CONDITIO V(TO BE iy W Fire ( A Zoning ILicensing U1I AL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number CENTEX HOMES BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 167 BRISTOL FOREST TRAIL CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 59, 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): N' 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 83. STATE SEMINOLE COUNTY 120294 1 SEMINOLE FLORIDA 64. MAP AND PANEL NUMBER 1202940035 85. SUFFIX E B6. FIRM INDEX DATE 4117/95 67. FIRM PANEL EFFECTIVEIREVISED DATE 4t17/95 138. FLOOD ZONE(S) X B9. BASE FLOOD ELEVATION(S) Zone AO, use depth of flooding) NIA i s 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, ARIAH, AR/AO Complete Items C3 a 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. CDatum _ onversionlComments Elevation reference mark used _Does the elevation reference mark used appear on the FIRM? Yes ® No o a) Top of bottom floor (including basement orenclosure) '. 14. -8 ft.(m) o b) Top of next higher floor N/A. ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) N/A. ft.(m) o 0 o d) Attached'garage (top of slab) 14. 5 ft(m) E 1 o e) Lowest elevation of machinery and/or equipment W m servicing the building (Describe in a Comments area) 13.8 ft.(m) o 0Lowest adjacent (finished) grade (LAG) 12.0 ft.(m) z' m 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 C ih 0 sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section `1001. 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 S STE. 0 ORLANDO FL 32803 SIGNATUREJ DATE TELEPHONE hit ULVi 11) t i r_ 10/13103 (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 For Insurance Company use.. BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 167 BRISTOL FOREST TRAIL :• CITY STATE ZIP CODE SANFORD FL 32771 Company NAIC Number 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 (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 Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE. ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here if attachments . SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local 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 takenkom 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 communityassued 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 TG: DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been Issued for. New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building 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 SIGNA COMMENTS DATE Check here if attachments corm 81-31, January 2003 Replaces all previous editions PLAT OF ,SURVEY DESCRIPTION: (AS FURNISHED) LOT 59, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). PC O1'rf'1'T\ of prs Grp (1 1„ _ GRAPHIC 3 O ; T SCALE Or'r."I 15 30 12.0 Sfr • _ fJ 6'•, ., SQL / co LOT 58 pPI co+. f S l" P E'( F NRSf,SiFTfB0RY '•` SO. - S J v 9 i ,O OC/rOl O o k; tK _ 3.1_. ` o O 00 LOT 60 14. 0 PATIO - SQ• Sp Sg CERTIFIED TO AND FOR: C 42, AND FOR THE EXCLUSIVE USE OF al. 0 04// ,, COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY p<grr ' Gl/ CTX MORTGAGE COMPANY, LLC qQ 5, Af i y 00, 4A qTJ NOTE: LEGEND LEGEND1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY BUILDING SETBACK LINE FND 1/2" IRON ROD AND CAP LB 168 (10/10/03) INCONSISTENCIES HAVE BEEN NOTED ON THE CENTERLINE FND NAIL AND DISC SURVEY, IF ANY. RIGHT OF WAY LINE ° LB #68 (10/10/03) 2. ' PROPERTY CORNERS SHOWN HEREON WERE EXISTING ELEVATION O SET 1/2" IRON ROD AND CAP SET FOUND ON 10-10-03, UNLESS OTHERWISE CONCRETE L8 16393 (10110103) SHOWN. CNA CORNER NOT ACCESSIBLE L13 LAND SURVEYING BUSINESS p DENOTES DELTA ANGLE 3• THE SURVEYOR HAS NOT ABSTRACTED THE LANDSURVEYORLFIRM PRMPERMANENT REFERENCE MONUMENT C.B. DENOTES CHOARCRD DENOTESCHORDBEARING DBEARINGLAND SHOWN HEREON FOR EASEMENTS, RIGHT OF PCP PERMANENT CONTROL POINT PC DENOTES POINT OF CURVATURE WAY, RESTRICTIONS OF RECORD WHICH MAY P) PER PLAT PI DENOTES POINT OF INTERSECTION AFFECT THE TITLE OR USE OF THE LAND. M) MEASURED PRC DENOTES POINT OF REVERSE CURVATURE FND FOUND - PT DENOTES POINT OF TANGENCY C/ W - CONCRETE WALK TYP TYPICAL - 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN S/ W SIDEWALK A/C AIR CONDITIONER LOCATED EXCEPT AS SHOWN. CP CONCRETE PAD CBW CONCRETE BLOCK WALL CONCRETE SLAB RP GCNORDLENGTHOHURADIUS POINT OVERHEAD UTILITY LINE 5. NOT VALID WITHOUT THE SIGNATURE ANDTHER RADIUS PARKERKAION ID IDENTIFICATION ORIGINAL RAISED SEAL OF A FLORIDA LICENSED Poc POINT OF CURVE POL POINT ON LINEPCC POINT OFCOMPOUNDCURVESURVEYOR .AND MAPPER. 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 TO THE SURVEYOR'S NOTES THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. CONTAINED HEREON MEETS THE APPLICABLE AREA OUTSIDE 100 YEAR FLOOD PLANE 5 M TECHNICALSET FORTH MINIMUM TECHNICALELEVATIONSSHOWN HEREON ARE BASED ON SEMINOLE COUNTY THE ARD OF PROFESSIONAL BOARD VERTICALCONTROL AS FURNISHED. SURVEYORS AND MAPPERS IN CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE BEARINGS SHOWN HEREON ARE BASED ON PURSUANT TO CHAPTER 472.027, FLORIDA THE NORTHERLY LINE OF LOT 59 STATUTES. BEING S 54'23'11" E PER PLAT. FIELD DATE:) 6-13-03 REVISED: SCALE: 1" = 30 FEET APPROVED BY: WRM ASM39673 FINAL 10- 10-03 CKB FOUNDATION 07- 08-03 CKB AMERICAN SURVEYING & MAPPING FOR THE CERTIFICATION OFAUTHORIZATIONNUMBERLBj6393JOBNO. LOT PLAN 03-31-03 CKB 320 EAST SOUTHO, FL ET, SUITE 180 FIRM DRAWN BY: LOT FIT 12-12-02 CKB 32801LA( 07)426-7979 WLLIAM R. USCAT LO JR. PSM 28 DATE 5-06-203 12:52PM FROM P.l i . ., ,.rry;l,..}.. ,. . gar d ^.v i1 ttrE7.,I. ...r:•.. C[7Y OF SANFORD PERMIT APPLICATION Permit ar : O Date: Job Address; Description .of Work: CQJ Historic District: Zoning Value of Work: S Permit Type: Building Electrical X Mochanical Plumbing Fire Sprinkler/Alarm Pool _ Electrical: New Service - # o(AMPS s Addition/Al*ation Change of Service Temporttiy Polc -- Mechanical: Residential Non -Residential Replacement New (Duct Layout & Fnergy (a.I Required) Plumbing/ New Commercial: # of Fixturts # of Water & Sewer Lines # of Gas Lines Plumbinoew 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 Lone: (FEMA form rroquired for other tt,au X) rzrc-----ten P i reel : (Armch Proof of Ownership & Legal Description) Owaim Same & Address: Centex Homes 385 Douglas Ave. Suite 2000 Al tamnnteSprings. L_2714 -.—phone: 407-661-2150 _ CootciloorName &'Address: Approved Electric Co. of Florida 4874 S. Orange Ave. Orlando FL 328.06 r EC0002494 StateLictose \umber Phone & Fax: Fax 467-A51-1 226 Contact Person:JAn Findlay Phone: 407-851-1220 Bondin; Cornpany. ddres. c. Mortgage Lender: A dcess ' ArciciteC/ En'iacer: Phone: acgciss hax: Application is hereby trade to obtain a permit to do the work and installations as indicated• I certify that no work or installanon has commenced prat:; n,c issuance of a permit and that all work will be performed to meet standards of all laws regulating oonstrucrion in this jurisdiction. I under3ran4j chat a separate per- nii must be secured for ELECTRICAL WORK, PLUMBING. SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, and AIR" 7)N0lTIONERS, nc. QwT` ER'S nFFiDAV rT: I certify that all of the foregoing information is accurate and that all wort'; will be done in compliance with all applicable iuv-: i ct:4140np, corupucdon and zoning, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESUl, I- IN `; (.)(uZ I'; Ye"(3 T' MCE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A17, 1 4R-N'EY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NnTIC' F: 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 o: this county, and there may be additional pernv[s required from other governmental entities such as water managomcni districts, state ugencics, or rcdcul urcnctcs. Acceptaccc of permit is verification that l wtll notify the owner of the property of the mquiremenu of 13. t Signatureo(Owner/Agent Date r store of retractor genl Uatc Charles Cannon ir. t Owncr/Agent's Name P rat ConabCwr Agcnl's Name Sid a:ure of Notary -Suit n(Florida— Date Sigrtaturp nl'M:zry•Statc of Flondt Dntc PATRICIA A. KAI3LAC 0—,: r/Agcnl is - Pcrsonalh Kno\n to Mc or Contrac(pr/Ac;r.: i Pcnunui;. }mown t tv1 a< MY COMMISSION N' DD 013206 Producc( I IU -- — I fodut'c .;) _ MOrta EXPIRES: March28,2005 1-t100- 3NOTARY FL Not" Service & Bondi rag•nc inc,IiLV• P: iA:: C ;O,N AITKOVEU IIY: I31db hl): _ Initial & I.) atr) (Initial fi Date) & 0,11c) (lint 2I tiJa:: Permit # Job Address: o Description of Work:; Historic District: iv Zoning: Value of Work: $ Permit Type• Buildin El trical M h 1gececan Plumbmg Frre Spnmuer/Alann root. Electrical: New Service # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy C'a1F. Required) F_:.. Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Zi 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: Phone: Contractor Name &'Address: fr 4"4i (4 3 7! Z- State License Number: _ C : e S 7 fo 6 Phone & Fax: _ `' , ! Contact Person: eQ, !Q 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 la. vs r.tgulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT I1.Lt YOUR. PkArNIG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.. v-t_0 _ - ._ Signature of Owner/Agent Date Signature of Contractor/Agent Date 2 Print Owner/Agent's Name jigpn tractor Agent's a e Signature of Notary -State of Florida Date of No ary-State of Florida Date o ,RY PV¢ n FL ORENCE DMYColoE GENE O%ner/Agent is _ Personalh Kno cn to Vtz or Cp0a c s ri lANp(DD Me or Produced ID to( lr "`? A— 'MoVOMhori ._ mv BudgeH z mary tMCea APPLICA-LION APPROVED BY: Bldg: Zoning: U::::::es: t Initial & Date) (Initial & Date) Special Conditions: Initial & Date) FD: Irmial & Danc 1 PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 59, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA SOIIARF FOOTAr..F (IIP TO CIIRR) LOT 59 UP TO CURB CONTAINS 6800 SQUARE FEET t THIS STRUCTURE CONTAINS 2352 SQUARE FEET t CONCRETE 869 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 4115 SQ. FT. t IMPFRVIOIJS CAICULATIONS (LOT ONLY) LOT 59 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 SO. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 22 % t PC s B\S4. 7 SO O' f r' = 30' GRAPHIC SCALE 0 15 30 p Fhr 5 >,1 'oyr 0, r o \ b. oPA- O SO o0 4 SO • / , 1 ''rY ry: ate' a \ L Cl) LOT 58 `O O 2 ;. PI l- J V 2 Roo e s Ar04,/OOS0• 2J 'J'0O 4.P ,QO o ` (( O 2P 0000 O P 4' `V O oRA44cF rpFr`9 FcsLJJ,, 4 rho oF F R 00, BUILDING SETBACKS FRONT: 25' qr REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY 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 59 BEING S 54'23'11" E PER PLAT. FIELD DATE: ) REVISED: SCALE: 1 = 30 FEET APPROVED BY: WRM JOB NO. ASM39673 — LOT PLAN 03-31-03 CKB DRAWN BY: ILOT FIT 12-12-02 CKB LOT 60 FLOOR SLAB ELEVATION MUST BE " ;'ROWN OF ADJACENT AFID UNLESS OTHERWISE APPROVED LEGEND BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY CENTERLINE PCC POINT OF COMPOUND CURVATURE RIGHT OF WAY LINE POC POINT ON CURVE X OR OFFICIAL RECORD PROPOSED ELEVATION RD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH CONCRETE C.B. DENOTES CHORD BEARING LB LAND SURVEYING BUSINESS PC DENOTES POINT OF CURVATURE LS LAND SURVEYOR PI PRC DENOTES POINT OF INTERSECTION DENOTES POINT OF REVERSE CURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL P) PER PLAT A/C AIR CONDITIONER M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SO. FT. SQUARE FEET PB PLAT BOOK NG NATURAL GRADE R RADIUS R/W RIGHT-OF-WAY PGS PAGES AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#639 320 EAST SOUTH STREET, SUITE 180 ORLANDO. FLORIDA 32801 (407) 426-7979 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HERE ON;FOR EASEMENTS, RIGHT OF W&Y; - RESTRICTIONS OF RECORD WHICH MAY AFFECT .THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNATURE- AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 4-Z-o- FOR fTHERM M R. MUSCATELLO JR. -PSM#4928 I FOQ4 Ti 60OA72001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 1928 LMR 05 7 Builder: CENTEX HOMES Address: /(o7 BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE MONROE, FL Permit Number: Owner: CENTEX HOMES Jurisdiction Number: 691500 Climate Zone: Central L New construction or existing New — 12, Cooling systems 1 Single family or multi -family Single family — a, Central Unit Cap: 37.0 k]Btu/hy 1 Number of units, if multi -family I — SEER: 12.00 4, Number of Bedrooms 4 b, N/A 5, Is this a worst case? Yes 6. Conditioned floor area (112) 1928 112 c. N/A 7. Glass area & type a. Clear - single pane 210.0 111 _ 13- Heating systems b, Clear - double pane 0.0 W — a. Electric Heat Pump Cap: 37-0 klltu/br c- Tint/other SIIGC - single pane 0,0 W IISPF: 835 d- Turtlother SI-IGC - double pane 0.0 1`12 lr_ N/A 8, Floor types a. Slab -Orr -Grade Edge Insulation R=0.0, 198,0(p) ft c. N/A b. N/A c, N/A 14- Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, hit finsul, Exterior R=4,1, 1058.0 ft2 EF: O.86 b, Frame, Wood, Adjacent R=I 1.0, 278.0 ft" b.. N/A c, N/A d, N/A c. conservation credits c- N/A MR -Heat recovery, Solar 10- Ceiling types DIIP-Dedicated beat pump) a, Under Attic R=19-0,1964,0 W 15. HVAC Credits PTI- b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A I IF -Whole house fan, 11, Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Une. All: Garage Sup. R=6,0, 1,0 It MZ-C-Multizone cooling, b, N/A MZ-11-multizone treating) Glass/Floor Area: 0.11 Total as -built points: 27478 Total base points: 29112 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code, PREPARED BY: DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energ de. OWNERIAGENT. - K fl 9DATE: 3 o 2om 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, 01. EnergyGaugeO (Version.- FLRCSB v3.2) FORM. 60OA-2001 M i '1111 11 li; ;i 11111111iiiiiiiilli ADDRESS:,,, PERMIT #: BASE AS -BUILTFGLASSTYPESF 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1928.0 25.78 8946.7 Single, Clear S 11.0 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 10.0 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 8.0 40-0 59.31 0.99 2344.3 Single, Clear E 1.0 6-0 32,0 5931 0.97 1838.6 Single, Clear N 1,0 6-0 16-0 27.96 0,97 435.8 Single, Clear N 1,0 6.0 16.0 27.96 0,97 435.8 As -Built Total: 210-0 10331.1 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 OJO 194.6 Concrete, Int Insul, Exterior 4,1 1058,0 1.18 1248A Exterior 1058.0 1.90 20102 Frame, Wood, Adjacent 11.0 278-0 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 20,0 4,80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 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 5538.5 Base Total: 1916.0 4081.1 As -Built Total: 1964.0 5538.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Stab 198-0(p) 31,8 6296A Slab -On -Grade Edge Insulation 0,0 198-0(p -31M 63162 Raised 0,0 0.00 0.0 Base Total: 6296A As -Built Total- 198.0 6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1928.0 1431 27589.7 1928,0 14.31 27589.7 EnergyGaugeO DCA Form 600A-2001 EnergyGauge(WFIaRES'2001 FLRCSB v3_2 FORM 60OA-2001 I !! ! 11 11111111 111 11 A AS -BUILT Summer Base Points: Summer As -Built Points: 38773.3 Total Summer X System 36650.7 CooCooling Total X Cap X Duct X System X Credit Cooling Points Multiplier PointsPoits Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 38773,3 1.000 1,087xl.150xl.00) 0.284 0.950 13084.5 36650.7 0.4266 15635.2 38773.3 1.00 1.250 0.284 0.950 13084.5 EnergyGauqe'34 DGA Form 60OA-2001 EnergyGaugeOlHaRES'2001 FLRCSB v3.2 BASE AS -BUILT SS TYPES Conditioned X 13WPM PointsT Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF PointE 18 1928.0 5.86 2033.7 Single, Clear S 1,0 6.0 32.0 733 1,01 249A Single, Clear W 1.0 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 1,0 6.0 32-0 9.96 1.01 321.6 Single, Clear E 1,0 8.0 40,0 9.96 1.01 4003 Single, Clear E 1,0 6.0 32,0 9,96 1,01 321.6 Single, Clear N 1.0 6.0 Mo 12.32 1,00 196.7 Single, Clear N 1,0 6.0 16.0 12.32 1-00 196.7 As -Built Total: 210.0 2111.5 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 278,0 1.80 500.4 Concrete, Int Insul, Exterior 4A 105&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 2616.4 As -Built Total: 1336.0 3997.1 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 X WCM = 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 1708.7 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 198.0(p) 1,9 376-2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 ODO 0,0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM = Points 1928,0 0.28 539.8 1928,0 -0-28 539-8 EnergyGaugc4& DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCSB v3.2 FORM 60OA-2001 ADDRESS* PERMIT #: AS -BUILT Winter Base Points: 5134.3-1 Winter 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 DM x DSM x AHU) 8030,6 1,000 1.078xl,160xl.00) 0.409 0.950 389914 5134.3 0.6274 3221.2 8030.6 1.00 1.250 0.409 0.950 3899.4 WATER HEATING & CODE COMPLIANCE STATU Residential Whole Building Performance Mehod A - Dtail ADDRESS-., , PERMIT #: AS -BUILT WATER HEATING Number of X Multiplier Total Tank EF Number of X Tank X Multiplier X Credit 7 Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564. 00 10256O Wo 0.86 4 1,00 262163 1.00 10494,5 As -Built Total: 104945 CODE COMPLIANCE STATUS AS -BUILT Cooling + Heating + Hot Water Total Cooling + Heating + Hot Water Total Points Points Points Points Points Points Points Points 15635 3221 10256 29112 FORM 60OA-2001 Code Compliance Checklist 11 ,kesidential Whole Building Performance Method A - Details FADDRESS:, PERMIT M, 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606J.ABCJ.1 Maximum:,3 cfmfs .fl. window area .5 cfmfs .ft. door area. Exterior & Adjacent Walls 606.1.ABCA,2,1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate: joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottorn plates; between walls and floor, EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1,ABC,122 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 erimeter enetrations and seams, Ceilings 606AABC,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 th nTeter, at penetrations and seams, Recessed Lighting Fixtures 606A.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 efirn from conditioned S - ce tested Multi - story Houses 606.1_ABC,1.2.5 Air banner on Perimeter of floor Gavi r between flqqLs.- Additional Infiltration reqts 606,11_ABC.11.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A- 22 OTHER PRESCRIPTIVE MEASURES must be met or exceedccl b all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612A Comply with efficiency requirements in Table 6-12, Switch or clearly marked circuit breaker " ga rriustbeprpyided, External or he tra sL _Atp re aired. Swimming Pools & Spas 6121 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 effic ' enc -- Shower heads 612A Water Waterflow must be restricted to no more than 2.5 gallons rninute at 80 PSIG. Air Distribution Systems 610.1 J Allducts, 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 accessible manual or automatic thermostat for each system. Insulation 604,11, 602.1 Ceilings -Min. R-19, Common walls -Frame R-1 1 or CBS R-3 both sides. Commonceiling & floors R-11 1, EnergyGaugel'" DCA Form 60OA-2001 EnergyGaugeOfFlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 1111 11111111 1 I I I 11K ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. L New construction or existing New — 12. Cooling systems 2. Single family or multi -family Single family — a. Central Unit Cap: 37.0 WhOw 3. Number of units, if multi -family I — SEER: 12-00 4, Number of Bedroom-, 4 b- N/A 5. Is this a worst case? Yes 6. Conditioned floor area (112) 1928 W c- N/A 7. Glass area & type a, Clear - single pane 210.0 ft' 13. Heating systems b. Clear - double pane 0,0 W a. Electric Heat Pump Cap: 37,0 kBtulhr c. Tint/other SIIGC - single pane 0.0 W I-ISPF- 8.35 Tint/olber Sl-IGC - double pane 0-0 ft, b. N/A 8. Floor types a. Slab -On -Grade FA1ge Insulation R-0.0, 198.0(p) It c, N/A li. N/A c. N/A 14. Hot wafer systems 9. Wall types a- Electric Resistance Cap: 50,0 gallons 3, concrete, W Insul, Exterior R=4,1, 1058.0 W EF: 0-86 b- Frame, Wood, Adjacent R- 11-0, 27&0 ft' b- N/A c- N/A NIA c' Conservation credits e, N/A (HR-1-jeat recovery, Solar 10, Ceiling tyres DIP -Dedicated hear pump) a- Under Attic R-19-0,1964,0 W 15. HVAC credits PT, b. N/A (CF-Ceiling fan, CV -Cross ventilation, c, N/A IIF-Whole house fair, 11, Ducts PT -Programmable Thermostat, a- Sup; Unc. Ret: Unc, AM Garage Sup- R=6M, 1.0 It RB-Attic radiant barrier, b- N/A MZ-C-Multizone cooling, MZ-11-multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) WE Sr4 in this brune before final inspection. Otherwise, a new EPL Display Card will be completed 0 based on installed Code compliant features. APR 3 0 2003BuilderSignature: Date: Address of New Home: BRISTOL FOREST TR. city/Ff.Zip:___ LAKE MONROE/32747 G 6 WV, N07E- The home's estimated energy performance score is only available through the FLARES computer program, 1his is not a Building Energy Rating- Ifyour score is 80 or greater (or 86for a US EPA/DOE EnergyStar-Tudesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfisec.ucfedufor information and a list of certified Raters. For information about Florida's Energy Efficieney Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EncigyGaugcOO (Version: FLRCSB v3,2) r-", C-tje . X" - e-1 VC-L- " I M -7 4U(r)01"UMj NLJ. -54Y to'014 RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job; 1928 09-0"2 ProjectinformaLlon--, For CENT EX HOMES DesignInformation Weatlw. Orlando AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 38 OF Outside db 93 OF Inside db 70 OF Inside db, 76 OF Design TD 32 OF Design TI) 18 OF Daily range IM Relative humidity 50 Moisture difference 43 grfib Building heat loss 32751 Btuh Ventilation air 0 cIrn Ventilation air loss 0 13tuh Design heat load 32751 Btuh Infiltration Method Simplifi-K, Construction quality 141VA Fireplaces HeatingCooling Area (ft-) 1923 1928 Volume (" 15424 15424 Air changes/ hour 0-80 0-40 Equiv. AVF ( cfm) 206 103 Heating Equipment Summary Make TRANE Trade 0 Btuh 0 470 F 0 OF 1200 cfm 0.037 cfnVBtuh Spam thermostat Structure 24036 Btuh Ventilation 990 Btuh Design temperature swing 3.0 *F sUfg-ng Ra 5MItiplier098 Total sens, equip. load 24525 Btuh Internal gains 1380 Btuh Ventilation 1474 13tuh Infiltration 3032 Btu h Total latent equip, load W7 Btuh I Total euipmentload30412BtuhReqtotlcapacity at 030% SHR 29 ton Cooling Equipment Summary Make TRANE Trade Efficiency 12. 1 EER Sensible cooling 24780 Btuh Laterd cooling 10620 Btuh Total cooling 36400 Btuh Actual cooling fan 1200 cfmi Cooling air flow factor 0.050 cfm1I3tuh Load sensible beat ratio 81 % owwaaric VaILAfts nave bow awwww ovftVOMM Pfint%A oeffled by ACCA to meet all requirements of Manual J 7th Ed IM 41D/ eKx" 10; el VML- "IK --), Viu. 'J'14 ( Loul'i RIGHT-J CALCULATION PROCEDURES A" B, C) D Entire House DEL AIR HEATING,AIR GONDITIONINGR Job; 1928 09-Vo-02 ioe commeRm s-rRcey, LAKr= mARY, FL 3274& 62M Phom (407) 431-2$65 1. Winter infiltration AVF 0.80 ach x 15424 If x 0.0167 206 cfm 2. Winter infiltration load 1.1 x206 cfm x 32 'F Winter TD 7239 Btuh 3. Winter infiltration HTM 7239 Btuh 1 248 ft' Total window 29.2 Btuh/fV and door area 1. Summer infiltration AVF 0.40 zich x 15424 ft! x 0.0167 103 cfm Summer infiltration load 1,1 x 103 cfm x 18 'F Summer TD = 2036 Btuh Summer infiltration HTM 2036 Btuh 248 W Total Window 8,2 Btuh/ff and door area Procedure C - Latent Infiltration Gain Irocedure D - Equipment 5ming Loads 1. Sensible sizing load Sensible ventilation load 1A x 50 cftn vent x 18 "F SummerTO 9W Btuh Sensible load for structure (Line 19) + 24036 Btuh Sum of venUlation and structure loads A 25026 Btuh Rating and temperature swin multiplier x i4e0.98 Equipment sizing load - 24525 Bhjh Z Latent sizing load Latent ventilation load 0. 68 x 50 cfm vent x 43 grAb moist.diff. 1474 Btuh Internal loads 230 Btuh x 6 people + sizing 1, 380 Btuh d + Infiltrationloadftom Procedure G 3032 fth sl7 L_ 6tpment j :g lmoad"Iatent Construction Quality is: a No. of Fireplaces is: 0 sakrdabc WWOM havv bt" n"lAmfly avefy$dden Printout cerffied by ACCA to meet all requirements of Manual J 7th Ed_ VVrightSraoft. Rigk-SWWRoadeNW-SS-OGRSR26013 2D03Var—M09,11,M page I 10: lei DEL PIN 4 4076614089 NU, 347 W16 RlGfiT-J WORKSHF-ET Entire House DEL AIR HEATINS YUR CONDITIONING, Job: 1923 09-0"2 100 COMMERCE STPEET, LAKE MARY, Fl. 3274&62%Ph6n8: (407)831-2%5 UAL J: 7th Ed- 1 Name of room Entire Muss-- FOYWIDIN BR4 KIT 2 Length of exlxmed wall 198-0 ft 4ZO 1130.0 it 3 23Rourn dirrionsions 19,0 X Mo it 110 X 14.0 ft 19.0 X 11.0 ft 4 4CeHTVS COMIlt Option 0 fl: hkatfCoot d 8'0 a he&cool 0 it heallcool — S'D ttl howcooll TYPE OF HTM Ama Load (Dtvh) Ama Load (fth) Ama Load(BUM) kea Load (Swh) E( POSURE NO, ft CIE; M-) litg Ctg M Htg og Htq C19 C19 6 Gross a 148 ZI 1288 208 240 88 r4GExposed b 12C 2-0 ILO t' 0 0 0 0 walls and c 13C 32 12 290 128 0 0 Q paMonsd0-0 0.0 0 0 0 0 0 00() e0 0 D f 0,0 0.0 ID 0 0 0 0 Windows and a 1 C 37.0 — VO 6283 32 1183 32 1183 IQ 370 gluA doors b 8C 37.0 — 40 1478 0 Q 0 0 0 0 Floating c 9C 38,7 — 0 0 D 0 0 a 0 1 d1C 37-0 — 0 0 0 0 0 0 0 0 e 71- M8 — 0 0 0 0 0 0 0 D f 0.0, 0 0 0 0 0 D 7 Windows and North 20.4 is 363 4 92 0 2 43 glass doom NEfNW 39.4 04 2522 0 32 1201 0 Cooling EAN 0,0 0 0 0 0 0 0 0 0 SEIM 47.4 128 UM 20 1326 0 0 374 South 0,0 0 1 0 0 0 0 0 0 flora 0.0 0 0 0 0 0 0 0 a 7 OtherdoorsU 10D 14-7 9.9 20 294 190 20 294 199 0 0 a 0 0 7 b1GOU39,9 18 205 179 0 0 0 0 0 0 0 0 0 0 0 0-0 0 0 0 0 0 0 9 14EI 4 0 Neta14D4-0 ZI 1054 4875 2179 1$0 719 321 208 958 428 78 359 161 r exposedb1202,9 1.0 12 _ Za 0 0 0 a 0 0 0 0 0 0 0 0 waft and c 13C 3,2 1,2 1_3C 3 , 2 278 876 26 128 403 150 0 a 0 0 0 0 partitions d 0,0 0.0 a 0 0 0 0 0 0 0 0 0 0 0 e Q'U U a 0 0 0 0 D 0 0 a 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 10 Ceillncjs a 16l) 1-7 22 aIM 1 4372 428 720 9S3 182 309 405 209 354 465 b b0.0 0,0 i 0 0 0 0 0 0 D 0 0 0 0 0 C 0.0 0.0 0 0 0 0 0 0 0 0 0 a 0 0 d 0.0 0.0 a 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 a 0 0 0 0 0 0 0 0 0, 01 0,0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 22A 25.9 Dk 19e 5132 0 42 im 0 30 778 0 11 285 0 Note: roorn b 19G 11 0,0 0 0 0 0 0 0 0 0 0 0 0 0 perimeter C 0-0 0.0 0 0 0 0 0 D 0 0 0 a 0 0 is dispi, d 0.0 0.0 0 0 0 0 0 0 0 0 0 a 0 0 o 0'0 0"' forstab0000.0 0 00 00 0 0 0 0 0 0 0 0 0 UQUr.) f 0 0 0.0, f0'0 0"' 0 00 00 0 0 0 0 0 0 0 0 0 12 f infiltrationa 29.2 A2 248 72391 2M 52 1518 427 32 934 263 It) 292 82 13 Subitotal loss=6-C-11-12 29:7745932 4162 1661 Len external heating 0 0 0 0 LOSS transkir 0 00 0 0 Heating redistrib0on 0 0 Q 0 14 Duct I= 10 4A 2977 100/1 593 10 *A 416 10 I$G 16 ToWl less = 13+14 0-525 4578 I a27 I G InL DakW people a 3W 6 1800 1 300 0 0 0 0 1200 2 two 0 0 0 0 1 1200 17 fpl. SubtotRSHgairil! *8--12-16 218$1 3757 F2357 2325 Less extemol QQQkv 0 0 0 0 Less VaWer 0 0 0 0 Cod" redestrAnition 0 0 0 0 18 Dud gain 1004 2145 1014 376 10-4 23611 1014 233 19 Total RSH gain--(17+18rPLF 1.00 24MG 1,00 1 — 4133 1.00 I — 2*" 1 "M L1 2558 20 Air fired (C") ilia 2DU, 68 168111 67 128 Nintout certified by ACCA to meet all reqtfirements af Manual J 7th Ed- M lj,5/2b/2wI:S 10:21 DEL R I R - 4076614069 NO. 347 P017 RIGHT-J WORKSHEET Entire House DEL AIR HEATING AIR CONDITIONING,R Job- 1928 09-06-02 109 COMMERCE wTREET, LAKE MARY. FL 32746-62M Phone: (407) 831-2M InL gaira People 0 A Su4W RSH i Less Wemal coQfing LM Umsfer coorlrKj teffistalakon Duct Imn TMW KSH qah--(1T-18)-PLF Im Air mqtAreO tc") Printout ceriffied i. 3CCA to meet all reqtArments of Manual J 7th Ed. NU. -)4'( 6"Itj North N"W Vw SFJSW South Hcfz D U 0 0 0 0 k)&s=6+8-+1 1112 Less extental heating Lw-. w Hwb#V redistributlon DWIM TotW kas = 13+14 Int paiiM People a 300 Appt, 0 12DO Subtot RSH qvin=7+8.,+12+16 Len external cooling L= vander Cooling refttribution Duct!rinToltalS"qWn=(17+18)*PLF L Air "LAred_ (cffn) EMuirements of Manual j Ah Ed. L)t--L- HIK M. -54Y 6M V3 RIGHT-J WINDOW DATA DEL AIR HEAllNG,AIR CONDITIONING,R Job: 1928 09-0"2 109 rQMMERCE STREET, LAKE MARY, FL 3274"206 PhUM (407} 831-2565 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 FOYILIVIDIN a n w a c n 0 d I I go 1.0 to 1.0 5.0 47.4 32.0 4-0 BR4 a n nw a c n 0 d 1 1 go 1,0 1,0 4-5 5.0 39.4 32-0 0.0 KIT a n Sw a c n 0 d 1 1 go 1,0 1,0 1.0 3.0 47A 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 90 1-0 1.0 1-0 7.0 47.4 40-0 3.6 wic MBR a n se a c n 0 d I I go 1-0 1.0 1-0 5.0 47.4 32.0 4.0 BTHI BR2 a n ne a c n 0 d 1 1 go 1a0 1.0 1.0 5,0 39A 16-0 0.0 BTH2 BR3 a n ne a c n 0 d 1 1 90 1.0 to 1.0 5-0 39A 16.0 0.0 LNDRY Job Truss 53906899 BI-11 Truss Type COMMON ' Qty Ply 1 1 Centex-Orlando/1928-B & Clisk/4-17-3 Kerr --5.00--O-s Job Reference onaD tjWi\4Fsa r orest-'Pr—odu—cts-,-I-n-c.—, B—url-i-ng—ton, N—C27-2-1-5-, Jeff Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16:40:30 2003 Page 0-0 6-3:1 9 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 - V Oil 6.00r12- 5X 6 - 30 = u T S R a F 0 30 3x6 = 3x8 = US = 5X8 = 3K6 = 0-0 4-0-0 63-14 11-0-2 6-0-0 2-4-2 10-3-14 Plate Offsets X ,AY_[!-,9- 4-0 P.94 0,"-OL LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deff PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(I-L) 0.14 R-T >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0,88 Vert(TL) -0,47 R-T >529 BCLIL 0.0 Rep Stress Incr NO WB 0,97 Horz(TL) 0.04 R rVa BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl - 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* I 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 Herz B--1 78(load case 5) Max UpliftB--285(load case 4), M--1 75(load case 2), R--688(load case 5), Q--81 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--910, F-T-1220, F-G-1405, K-0-678, L-0-435, I-J--1408, J-R--1362, G-H--11389, H-R--2157, K-R--780, C-1-1-294 NOTES (110) 1) Unbalanced roof live loads have been considered for this design. 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 pending. 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 B and 81 Ib uplift at joint Q. 8) Design assumes 42 (flat ovientafion) 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 desiqner. LOAD CASE(S) Standard 1) Regular; Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 8-U--20.0, R-U--40.0, M-R--20.0, A-C--60.0, C-6-60.0, I-N--60.0, C-J--60.0 Concentrated Loads (lb) Vert: U--214.0 Ct I Lfm ring RYW a WSMawl - I OF Ira I 53906899 [CJ1 ______JACK 4 Lini—ver-sa-rFo—r6sVProducts,inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 26-63 1,4ob Reference ek Industries, Inc. Tue Apr 22 16:26:30 2003 Page I G 3A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl TCLL 20.0 Plates Increase 1,25 TC 0.07 Vert(LL) n/a - n/a TCDL 10.0 Lumber Increase 1,25 BC OMO Vert(TL) 0.00 A >999 BCL,L 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/defl - 240 LUMBER iiQffVl#J"- N ITIN Fg zmm Scale - 14, RM= aluml BRACING TOPCHORD Sheathed or 0-11 -11 oc purlins. BOTCHORD 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--1 3(load case 5), B-89(load case 4) Max Grav C-29(load case 4), B- I 38(load case 1), D-9(load case 1) NOTES (3) 1) Wind: ASCE 7-98 per FEIC2001; I1Omph;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 13 lb uplift at joint C and 89 lb uplift at joint B. 3) Truss shall be fabricated per ANSI1TPl 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. Job Truss Truss Type Qty Ply Centex-Orlando/1926-B & C/jsk/4-17-3 53906899 HI HIP TRUSS 1 1 Job Reference ronaal]l120 Universal ForestProducts,lnc., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 206-3-Vtfek industries, Inc. Tue Apr 22 16:26:30 20 3-7 -0 1 04 —A-0- l!" 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 scaja - I 704 MIIIBH"= 5X6 5X6 7x8 5X6 700 M1118H= 5 oo F12 C D E F a H 2x5 11 5x10 M1118H= 5X6 5X6 - 5X8 = 5X6 2X5 11 500 Mill 61-1= 22-6-14 27 8Z9 32-10-4 33,Q-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 Plate OffseXY): tq.0-3-1gel tq,O-6-8 0-3:§J :00-4-p t 030 0-4-PlfI1.,0- -iq.,E d LOADING (psf) SPACING 2-0-0 GSI DEFL in (loc) I/defl PLATES GRIP TOLL 20. 0 Plates Increase 1.25 TC 0.94 Vert(I-L) 0.92 N-0 >512 TL20 245/193 TCDL 10. 0 Lumber Increase 1.25 BC 0,95 Vert(TL) -1,54 N-0 >306 BOLL 0. 0 Rep Stress Incr NO WB 031 Horz(TL) 0.28 1 n/a BCDL 10, 0 Code FBC2001 (Matrix) 1st LC LL Min I/def I - 240 Weight: 241 lb LUMBER TOP CHORD 2 X 4 SYP No, 1 D *Except* T3 2 X 6 SYP No.2, T2 2 X 6 SYP No.2 BOT CHORD 2 X 6 SYP No. I '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, W1 2 X 4 SYP No.2 W1 2 X 4 SYP No.2 RF-AC11ONS ( lb/size) B-3290/0-8-0,1-329010-8-0 Max Horz B--75(load case 5) Max U pliftB--g 00 (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; I 10mph; h-15ft; TCDL-6.Opsf; BCDL-6,Opsf; occupancy category 11; exposure 13; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL- 1. 60 plate grip OOL-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 900 lb 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) 513,31b 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 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 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads ( plf) Vert: A- C--60.0, C-H--125,0, H-J--60.0, B-11-20.0, K-R--41.7, I-K--20.0 Concentrated Loads ( lb) Vert: R- 513.3 K--513.3 L4MM1% A Job Truss Truss Type,,... City Ply Centex-Orlando/1928-B & Clsk/4-17-3 53906899 HIA HIP TRUSS Job Reference (ootional) 240090r 31 4_-2-15 40-0-0 4,1 -0 O 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 - I Rm 3mm 3x6 = 3x8 == 2X3 11 E F G 50 3x7 = a P 0 N M L 3x7 = 3X6 = 300 WIWI= 3x6 = 300 M11181i= 30 = 9-1-12 7-2-13 7-2-13 7-2-13 9-1-12 Plate Offsets ,YJ;- 0- .0-5- LOADING (psf) SPACING 2-0-0 CS1 ®EFL in (loc) I/defl PLATES GRIP TCLIL 20.0 Plates Increase 1.25 TC 0,67 Vert(LL) 0,35 N-0 >999 TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.84 Vert(TL) -0.72 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) 1st 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 oc 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 Herz B--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-221 B-C-3332, C-D--31135, D-E--4008, E-F--4008, F-G-4008, G-H-4008, H-6-3135, I-J--3332, J-K=22 BOT CHORD B-Q-2995, P-Q-2880, O-P-2880, N-0-4008, M-N-2880, L-M-2880, J-L-2995 WEBS D-Q-265, H-L-265, E-0-443, G-N--443, C-Q--1 51, D-0-1 269, E-N--1, H-N-1 268, I-L--1 51 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 pending. 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 6 and 344 lb uplift at joint J. 6) Truss shall be fabricated per ANSIITPI 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 M AIMFFM PUMP Mmil ON11 mg6law wmauj 0 Kerr 5,000 s Feb 20 Centex-Orlando/1928-B & C/jsk/4-17-3 M nc. I Ue Apr ee I Web:J I euuj rage 1-0-0 5-6-0 5-6-0 6-0-0 6-0-0 6-0-0 5-6-0 5-6-0 1-0-0 Scale . I 5x6 = 5X8 = 5X6 = 4 ly 30 0 N M L K 3x7 20 11 5X8 = Us = 50 = 20 11 5-6-0 6-6-0 8-0-0 8-0-0 6-6-0 5-6-0 Plate Offsets LX.Y) .p-4-0,0-3-9JLG:0-3-0 0.2-41 IL-0-4- 0-3-0.1,,L'0+0,0-3-0I LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(I-L) 0.26 M 999 TL20 245/193 TCDL 10,0 Lumber Increase 1,25 BC 0.73 Vert(TL) 0.54 M-N 871 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.18 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/def I - 240 Weight: 199 lb LUMBER kaM1XV1i&"qMVMP REACTIONS (lb/size) B-1653/0-8-0,1-1653/0-8-0 Max Herz B- I 06(load case 4) Max UpliftB--317(load case 2),6-317(load case 3) BRACING TOP CHORD Sheathed or 3-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. 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-2807, G-H--2926, H-6-3425, I-J-22 BOT CHORD B-0=3067, WO-3067, M-N-3277, L-M-3277, K-L-3067, I-K-3067 WEBS C-0-1 13, H-K-1 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; 11 Omph; h-1 5ft; TCDL-6.Opsf; BCDL-6.Opsf -, occupancy category I]: 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint B 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 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 responsibilih 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, 102flw V t. 53906899 H1C COMMON L___LLReference (o_ptional)__ Universal Forest' Products, Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 Mifek Industries, Inc. Tue Apr 22 1 tt 7-$ 11 13-0-0 27-0-0 32-3-5 40-0-0 41-0 1-0.0 7-8-11 5-3.5 14-0-0 5-3-5 7-8-11 1-0-0 scale - 1 I 5x6 = 5x8 = 2x3 II 34 i 3x8 = 3x8 = 3x8 = 3x6 = 10-3-i4 20-0-0 29-8-2 40-0-0 10-3-14 9-8-2 9-8-2 10-3-14 into Offset- X Y LOADING (psf) SPACING 2-0-0 CS11 DEFL In (loc) Well PLATES GRIP TCLL 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) 1 st LC LL Min I/deft - 240 Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-9-15 oc purlins, BOT CHORD 2 X 4 SYP No,2 BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. WEBS 2 X 4 SYP No.3 REAC11ONS (lb/size) B1653/0-8-0, H-1653/0-8-0 MaxHorz B-122(load case 4) MaxUpliftB-290(load case 2), H-290(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B 22, B-C -3301, C-D -3027, F-Cam-3027, G-H -3301, H-622, D-E--2895, E-F -2895 BOT CHORD B-N2948, M-N2495, L-M2495, K-L2495, J-K2495, H-J2948 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; 110mph; h-15ft; TCDL6.Opsf; 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 DOL1.60 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 290 lb uplift at joint B and 290 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 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. 10 MEN Job Truss Truss Type Qty Ply Centex-Orlando/I 928- 53906899 HID C II 1-k M a 1015-Q-0 4 4-0-0 7-8-11 7-3-5 10-0-0 7-3-5 7-8-11 1-0-0 Scale - a 5X6 _- EM W 11 5X6 = 3x6 = 3x8 = 3x8 = 3x8 - 3x6 = 0-0 0-0 10-3-14 9-8-2 9-8-2 10-3-14 Plate3-9, -_2 -3-_O 0- -41j -,Q-A-_O,O 3 0Offsets _Q_ 4L_F.'0_ __?_ _[q LOADING (psf) SPACING 2.0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 125 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/defI - 240 Weight: 193 lb I LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SYP No.3 8-11-14 oc bracing: B-N. REACTIONS (lb/size) B-1653/0-8-0,H-1653/0-8-0 Max Horz B-I 38(load case 4) Max UpliftB--313(load case 4), H--313(load case 5) 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, D-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; TC1tL-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) 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. 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. 161111 N ------- W111661011"* 110AWIN tgl I I I III MIN I qJ1v112;A U411 1414unum I SHMEMBE= Q J MOM UM121101 uoo 1fuss truss type 53906899 1,1111 COW 9efere_nce (option 000 s Feb 20 2003 MITek Industries, Inc. Tue age 1-0- 7 8-i i 13-8 1 17 0 0 23-0-0 26-3-15 _ 32-3-5 _ 40-0-0 _41-0omt 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 a 3x6 = 3x6 = 5.001i2 5x6 50 = m 5x10 3x8 = 3x6 = t)-0 29-8-2 m_ __ I__---__ ..__. 40-0-0 1 _ 10-3.14 9-8-2 9-8-2 10-3-14 Plate Offsets JX yy. (D:o-4-0,0 3-0 :0-3-0 0 2 4j, F 0-3-0 0 2-4j G 0_a o0. 3-01 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.20 M >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.49 I-K >972 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(iL) 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 N0.2 TOP CHORD BOT CHORD 2 X 4 SYP N0.2 BOT CHORD WEBS 2 X 4 SYP No.3 WEBS REACTIONS (lb/size) B-1653/0-8-0, 1-1653/0-8-0 Max Horz B=:-154(load case 5) Max UpliftB--333(load case 4), i--333(load case 5) FORCES (lb) - First Load Case Only TOPCHORD t 0 CHORDBOT I Sheathed or 2-10-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-4 oc bracing: B-O. 1 Row at midpt D-M, G-M TES (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-6.0psf; 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) 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 I. 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 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. runs Truss Type I City I Ply I Centex -Orlando/ I 928-B & CTIsk/4-17-3 7, 6- t t_ LJ9_b_Reference _ tqpt-1 9r,40 Kerr 5 Feb 0 2063 m,7ek Industries, Inc.•Tue Apr 22 16:26:34 V-Q-P-- 7-8-11 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 - a 5, 00 riff 5X6 = 5x6 E F 3x7 0 N M L K 3x7 3x6 = 9x8 5X12 = 3X8 = 34 10-3-14 9-8-2 9-8-2 10-3-14 JE JPlateO—ffsetsA }C D:0 -,41, 0-4-0, -_3-0LQ_ _4JJq__ Q_ LOADING (psf) SPACING 2-0-0 GSI DEFL in (loc) I/detl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.20 M 999 TL20 245/193 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) 0,15 1 rVa BCDL 9.0 Code FBC2001 Matrix) 1st LC LL Min Ildefl - 240 Weight: 205 lb BRACING TOPCHORD Sheathed or 2-10-3 oc purlins. BOTCHORD Rigid ceiling directly applied or 8-1 -7 oc bracing. WEBS I Row at midpt D-M, G-M REACTIONS (lb/size) B-165310-8-0,1-1653/0-8-0 Max Harz B-1 70(load case 4) Max UpliftB--352(load case 4),I--352(load case 5) FORCES (lb) - First Load Case Only TOPCHORD A-B-22,B-C--3307,C-D--3025,D-E--2115,F-G--2115,(3-H--3025,H-I=-3307,I-J=22,E-F--1965 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.Opst; 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) 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 ANSIJTPI 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 theoverall building design. Building Designer shall verity all design information on this sheet I conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibi i 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, I 53906899 ITI ICOMMON ' 117 n9ton, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 M!Tek Industries, Inc. Tue Apr 22 16:26:34 2003 Page 1. 26-3-15 32-3-5 40-0-0 1 -1 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 - 1:67, I 5,00 1-ff 5X6 = 3.6 - 3X8 =- US = 3x8 - U6 = 10-3-14 0-0.—40-0-0 10-3-14 9-8-2 9-8-2 10-3-14 LOADING (psf) SPACING 2 O CSI DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase TC 0.67 Vert(I-L) -0.20 L >999 TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.89 Vert(TI-) -0,49 H-J >960 BOLL 0.0 Rep Stress Incr YES WEI 0A0 Horz(TL) OA5 H n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/def I - 240 Weiqht: 195 lb LUMBER BRACIING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-2 oc purlins, ROT 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 I Row at midpt D-L, F-L REACTIONS (lb/size) B-1653/0-8-0,H-1653/0-8-0 Max Horz B--1 78(load case 5) Max UpliftB--360(load case 4), H--360(load case FORCES (lb) - First Load Case Only TOP CHORD A-B-22, R-C--3306, C-D--3026, D-E--2113, E-F-2113, F-G-3026, G-H--3306, H-1-22 ROT CHORD B-N-2955, M-N-2436, L-M-2436, K-L-2436, J-K-2436, H-J-2955 WEBS C-N--360, D-N-574, D-L--737, E-L-1 164, F-L--737, FJ-574, G-J--360 NOTES (4) 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-1,33, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint B and 360 lb uplift at joint H. 4) 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, xuduw k "I 10M0 M MJ 01FAMNIMP11013-ma russ I Truss Tvpe I City I Ply I Centex Reference -(optional ,_ Justries, Inc, Tue Apr 22 16:26:34 2003 M LOADING (psf) SPACING 2-0-0 CS1 EFL in loc) I/def] PLATES GRIP TOLL 20.0 Plates Increase 1,25 TC 0.07 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 125 BC 0.02 Vert(TL) 0.01 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) I st 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B-155/0-8-0,E-19/Mechanical,C-44/MechanicaI 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-6,0psf; BCDL-6.Opsf; occupancy category 11; exposure B; enciosed;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 ib uplift at joint C. 3) Truss shall be fabricated per ANSVTPI 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. ATOMM-M I; W EON V aim Job Truss Truss Type 53906899 GE2 Truss Orlando/1928-B & C/jsk/4-17-3 I DIM 1-0-0 10-4-0 JX0 arenceLqptipnal]l_________ tries, Inc, Tue Apr 22 16:26:35 2003 Page 1 10- 4-0 1-0-0 Scale. 1:36 ROM 2X3 11 Q 2x3 11 W 11 20 H 2X3 11 3X6 2X3 11 2X3 11 2X3 11 2x3 11 2x3 11 7- 4-0 13-4-0 Plate Off d ftseAs (_,Y Jq:0-q-_0 a LOADING ( psf) SPACING 2-0-0 CSI DEFL in ioc) Well PLATES TCLL 20,0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.08 V >999 TL20 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 Harz(TL) 0.00 L n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min Well - 240 Weight: 96 lb ME= BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) B-36410-8-0,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- I 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 GravB-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 TOP CHORD A-6-22,B-C--185,C-D--125,D-E--100,E-F--184,F-G--117,G-H--134,H-1--145,1-J--142,J-K--151,K-L--159,L-M-21 BOT CHORD B-V-111,U-V-111,T-U-111,S-T-111,R-S-111,Q-R-111,P-Q=111,0-p-111,N-0-111,L-N-11I 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 NOTES ( 6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h=15ft-1TCDL-6,0psf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable enclzone; 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 B, 71 lb uplift at joint L, 285 lb 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. i) 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 I LOMMA MMY VWX40i I 1-0-0 7-2-13 3-1-3 3-1-3 6-5-5 Scale - 1 :34,: 5x4 = IN 3X6 11 axle 5x7 10-4-0 9-0-0 0-6-8 LOADING (pst) SPACING 2-0-0 CS1 DEFL in (loc) I/detl PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.35 Vert(LL) 0.05 B-G >999 TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TIL) -0,13 B-G >999 13CLL 0,0 Rep Stress Incr YES WI3 0,22 Horz(TL) 0.02 F n/a BCDL 10.0 Code FBC2001 (Matrix) I st LC LL Min I/defl - 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 REACTIONS (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--13i. BOTCHORD B-G-1179,F-G=1107 WEBS C-G--352, 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; 1 10mph; h-1 5ft; TCDL-6.Opsf; BCDL-6,Opsf; occupancy category It-, 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 tl- 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 ANSIITPI 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. I Job Truss Truss Type 53906899 CJ3 4 11 Burlington, NC 27215, LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10,0 Code FBC2001 61umpmn eklndustries Inc. Job Reference (qptLiqn Tue 22 16:26:36 2003 Pagel Scale - 1:7.! 2-10-3 0-1-8 GS1 DEFL In lac) Udell PLATES GRIP TC 0.10 Vert(LL) n/a n/a TL20 245/193 BC 0.03 Vert(TL) 0.01 A >999 WB 0,00 Horz(TL) -0.00 C n/a Matrix) 1st LC LL Min I/defl - 240 Weight: 11 lb BRACING TOP CHORD Sheathed or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-57/Mechanical, 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) FORCES (lb) - First Load Case Only TOP CHORD A-13-22, B-C--43 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-1 5ft; TC D L-6, Opst; B C D L-6Opsf; occupancy category 11; exposure B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; and 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 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 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. LOAD CASE(S) Standard M Job Reference 1-0-0 4-8-0 4-8-0 1-0-0 scale . 1:1 W I U4 = U4 - am IN LOADING (pst) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0,27 VerA(LL) 0.02 F-H >999 TL20 245/193 TCDL 10.0 Lumber Increase 1,25 BC 0.17 Vert(TL) -0,03 F-H >999 BOLL 0,0 Rep Stress Incr YES WO 0,03 Horz(TL) 0,01 F n/a BCDL 10,0 Code FBC2001 (Matrix) 1,91 LC LL Min I/clefl - 240 Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. ROT 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 REAC11ONS (lb/size) B-443/2-0-0, F-417/3-2-8 Max Herz 13-55(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-D--452, D-E-448, E-F--553, F-G-21 ROT CHORD B-1-462, H-1-462, F-H-462 WEBS C-1-72, E-H-52 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 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, 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 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. A J At V oil V 0 0 0 4, '0-0 will Wm=Vz MW Qty Ply Centex -Orlando/I 928- B & C[Isk/4-17-3 Job Reference i-reb 20 2003 MiTek Industries, Inc, Tue Apr 22 16:26:36 2003 Page I I Scale - 1:9, I____ 3xs 3-10-8 LOADING (psf) SPACING 2 O ,50 CSI DEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase TC OA3 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 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 C n/a BCDL 10'0 Code FBC2001 (Matrixl 1st LC LL Min I/defl - 240 Weight: 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(foad case 5) Max UpliftC--74(load case 5), B--73(load case 4) 11 NOTES (3) 1) Wind: ASCE 7-98 perFBC2001; 110mph;h-15ft;TCDL-6.0psf; BCDL-6.Opsf; occupancy category ll;exposure 13; 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. 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, WORK UMV,15361491 9 MEI 53906899 E.14A 4A bReference( 6—niverial Forest ProduEt—sinc., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. 3-1 0-9 4-0-0 LOADING (psf) SPACING 2-0-0 CS] DEFL in loc) WWI PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.18 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 125 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/def I - 240 Weight: 13 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 Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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-B-36 BOT CHORD A-C-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-15ft;TCDL-6.0psf; BCD L-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 20 lb uplift at joint A and 76 Ib uplift at joint B. 3) Truss shall be fabricated per ANSIfTPI 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, LOAD CASE(S) Standard A ua LJ- A =*MMMIN 53906899 1HJ4 I ENDJACK TR 5, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16:26: 1-5-0 1-5-0 5-7-2 scab - I E B I1 N 3A = LOADING (pst) SPACING 2-0-0 CS1 DEFL in loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0,07 B-D >897 TL20 245/193 TCDL 10,0 Lumber Increase 1,25 BC 0.43 Vert(TL) 0.12 A >177 BOLL 0.0 Rep Stress Incr NO WS 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/def I - 240 Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-7-2 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3EACTIONS (lb/size) B-212/0-11-5, D-202/Mechanical, C--1 7/Mechanical Max Herz B-73(load case 2) Max UpliftB--1 66(load case 2), D--62(load case 3), C--90(load case 2) Max Grav B-212(load case 1), D-202(load case 1), C-81 (load case 4) NOTES (3) 1) Wind: ASCE 7-98per FBC2001-, 110mph-, h-15ft;TCDL-6.Opsf; BCDL-6.0psf; occupancy category ll;exposure B; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Uumber 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/TP 11-95 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. LOAD CASE(S) Standard 1) Regular. Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-E--60.0 Trapezoidal Loads (pit) Vert: B-6.8-to-D-1 13.1 Him y I Centex-Orlando/1 928- B & 53906899__CJ5 JACK Feb 11 1 Referq41 UnWeriiai' Forest P—roduciii, I-n-6-. -,Burlin( _nce ( pplio 1toR—'-' Nd-`4#WeV err 5 000 s Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16:26:37 2003 Page LOADING ( psf) SPACING 2 0-0 CS' [TEFL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 125 TC 0.24 Vert(LL) n/a n/a TL20 245/193 TCDL 10,0 Lumber Increase 125 13C 0.10 Vert(TL) -0,05 A >354 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FBC2001 I (Matrix) 1st LC LL Min I/def I - 240 Weiaht: 17 lb 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 Upli4tC--94(load case 5), B--69(load case 4) NOTES ( 3) 1) Wind: ASCE 7-98 per FBC2001; 110mph; h-15ft; TCDL-6.Opsf; BCDL-6.Opsf; occupancy category It-, 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 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 responsib0it) 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. if int MR 571 M VNIMMAN -1 Vr- 1 4-17-3 53906899 JEJ7 (JACK 114 ucts,Inc., Burlington, NC 27215, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc. Tue Apr 22 16: i -i--O--O- ---- 7-,0-0 I scale - 1:1 3x4 0--1 -a.---- LOADING (psf) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) n/a n/a TL20 2451193 TCDL 10.0 Lumber Increase 1.25 BC 0,20 Vert(TL) 0.17 A >93 BCLL 0.0 Rep Stress Incr YES W13 0.00 Horz(FL) -0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/detl - 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, ROT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. AEACTIONS (Ibisize) C-190/Mechanical, B-352/0-8-0, D-66/Mechanical Max Herz 13- 1 37(load case 5) Max UpliftC--1 35(load case 5), B--62(load case 4) NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-1 5ft; TCOL-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-133. el2) 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/TP 11-95 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 thi's sheet f sconformancewithconditionsandrequirementsofthespecificbuildingandgoverningcodesandordinances. The truss designer accepts no res'pon ibi 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. W., LOMMM 571MIR WKENN-11 01111 in HM 3x4 om ty JPly Centex-B & CJjsk/ 4-17-3 2 1 Job ReferenceL (optional s Feb 20 2603-Wfek Industries, Inc. Tue Apr 22 16:26:38 2003 Page 4-1-10 Scale - 1: 9-10-1 4-1-10 LOADING (pst) SPACING 2-0-0 CS1 DEFIL in (loc) I/defl 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 BCLL 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/defl - 240 Weiaht: 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. REACTIONS (lb/size) B-428/0-11-5, E-403/Mechanical, D-222/Mechanical Max Horz B-1 63(load case 4) Max UpliftB--1 94(load case 2), E--36(load case 3), D--1 48(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-1-1-18, B-H-18, B-C-842, C-D-46 BOT CHORD B-G-781, F-G-781, E-F=O WEBS C-G-169, C-F--857 NOTES (3) 1) Wind; ASCE 7-98 per FSC2001; 11 Omph; h-1 5ft; TCDL-6.Opsf; BCDL-6,0psf; 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 194 lb uplift at joint B, 36 lb uplift at joint E and 148 lb uplift at joint D. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: A-H--60.0 Trapezoidal Loads (pif) Vert: B--1 .7-to-E--49.5, 1-1-0.0-to-D—1 48.5 Jfiffm 51MV VORALM11 HOM I C) w w wW HlA HlB HlC_ HlD ME HlF Tl Tl Tl Tl Tl Tl Tl T 1 T 1 T 1 T 1 T 1 T 1 Tl Tl Tl Tl tK BH1 9 9 "T N31 NT 't eiopQ- w w w w w w w wLIJ7uj g E3 19-4-0 2-0-0 5-4-0 7 40-0-0 0 j 0X 0 CUSTOMER NAME: 1 6 N DRAWINGOTES: IS THE PROPERTY OFCENTERHOMESORLANDODIUNIVERSAL / STHISHOFFENER LL.C. AND IS NOT TO BE Q a PROJECT: USED FOR MY PURPOSE DETRIMENTAL TO THE INTEREST OF UNIVERSAL ( SHOFFNER L.L.C. THIS DRAWING MUST 8 USED IN CONJUNCTION WITH ALL, OTHER TECHNICAL DRAWINGS SUIIPUED1928ELEVATIONB & C ROOF BY SHOFFENER INDUSTRIES. INC. AND 'BRACING BOATE:4-16-03 QUALITY PROIII l 11 11ZT Z RS WOOD TRUSSES; COMMENTARY AND RECOMMFNDA- 0 TIONS" AS PUBUSHED BY THE TRUSS PLATEAl- FQUALITY PRODUCTS FOR QUALITY BUILDERSSCALE:N. T S. INSTITUTE FOR INDUSTRY STANDARDS IN ERECTING ISJO TRUSSES. ( IS LOCATED AT 583 D'ONOFRiO DR, REVISION; DATE: BY: SUITE 20U MISON, W1 53719fREVISION: 608) 833-5900 DATE: BY: C, 3 C, 5 Hl T2 G-E2— mm UNIVERSAL FOREST PRODUCTS SI-TOFFNER LLC. ae 5631 S. NC 62 PHONE (800) 476-9356, BURUNGTON, NC 27215 FAX (336) 226-9403 L`5 a s11 Gi 3 i Aaa; (7g CA 5!' PE gx6Nt R"IONS NRTLta4TE srics ran ee' wet axee REV, NO, ZONE: DATE: ECN N4. APQVC: DESCRlPZiCN kW'N OT'! {i} WAS {2} FOR TftAO"d HGLT i @wrc•Nut 3Sti GCia1 OP ftf; t i@ L1TE kYM'ckaLZf (4EE Y 3i a' 61aPRD T,V• 1AICK LV (TORT 24 , WN. ENO SAiEa ,t7TKkE@ i@ 6C47R aP7M1 WALLA (TO au SKtN t ' 90 PaT * " roll, lb@ EYSYi+ 1 Ca4iCat a CtNEtRl. f r v{vr " r—•--- t3 Gl GLV. SSiP R. ua eAsra Eo Tp waooo '"" d.u VPwH f #_ waoo LAa I LISTED = o 1 iH Pm[i0M f w_ e,.. e.uw M aHT Q F ( aCK P`xk' F SfP. Y-f/1'.tS ELt YEA SC G- Tr44EJ( O Pow w'PEA 9aC. 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O SPWTSU EACH WE TEST LOAZM +J6,O PSFIIfN+M6tS of DOM AE@@A@ eat THE BtALLA9a dt ST'ALKTEtK kN9 W KCLYiaWiCE f^` S' 3' TALL 'a G Jt. Y. STii£a UmaYA4 ENa Sox SOLT *N cU eaR TNL aN amu art aesm w a:c x A a -:-s ru C H r.c ra u srt€ / urtx ncs r m . " PART NO„ - S $ecnnt erc,3, etv a-aw wm LOCX wa / t7 7Di SL Star taY7 r lrt wcTH / xJ .° sEtl vrrPvb@ cax aN ea na.ae m I IDEAL 1J Gnd»nati C ! b52CY j j rrn 517.E Laatrw. Ficx c P,n Co.wTCE,ERAr10E5 ,.. Ta. No. t-rz-r-+aw rnrxwe try arm rror mt 9L."am games Fax Na I_,{y_ 82-mig as DOOR, w I .00 . s A 7SCT• -. CA+' ar outrl fnrt x.:r, xr / lee x Ra.0U0 t,003 ffESCRlP"iiflN: k= Et, SRST w4 16-0 x 6-O: 24/'24,5 DES1fiN LCAc7 cuv. 77M e@TTTcr, sR.cxez, 1y ,w6L, rer m+r eA,. «,a .0040 . t.001 DRAWN SY: EVU DATE: 4/18/00 SCALE: HTS WC. 74 'AM (2) (taa/a` SHW YCTAL SCRfwa. M,ttwN{Ae eer+eusary q e ")e ' 6sgreoa w tt/1' CHECKED BY: mww ,DATE: 4/sb/OO(SHEEY t OP i SlZE ihUa MGangV. Jr NNTL. MEtSTRiP. / Prc}Kti0n ;vM14t. L4Eot. e @tn.rWsa owe sw u wt L. .:WAS. NO.' 162/t 36 RV, NO, 1 k Ji i`v, if aiJ O s» 71—r-a-Tru to-S.inq Door Wood =,orhe. System UA.X IS' smqle up to 54 .;d., 6•s Double up to 8'4 X 3'0 w/wo lid"!#$ X, ox, X0, cxc, xx, oxxo the head and side jQmb- on ring-Piht PhO measuring a min. 4-9116' with a :12- rabbeted atop. 3/t6- TAPCON TYPE AY HOR 3116- TAPCON TYPE ANCHOR DEZ;GN PRESSURE RATING' Single Positive 67,0 PSF Negative 57.0 PSF Single with S;delites pcsjtjo 60.0 PSF N.906- 60.0 PSF 00Ubie wino Sideljtes Positive 47,0 PSF Negative 47.0 PSF f/2' ALL I r 2rMUNG uksauRr Lw7FL Ix SUCK i/115' TAPCON c WASONRY SLOOK Pp ZY SUB -SUCK TOto tx sve-&r-K 1/2' DRIWAU Ix BUCK 3/16- TAPCON I MR A TYPE ANCHOR 2XEUCK T X 2 Ftkft-4 El-rO TAPCON Of' ECUAL ZZ LB. SHEAR PA 3/18- TARCON, S" not. Z) 3/16' TApc-w TIVE AM'HOR WK SHw SPACE VTTr.AL S*E,"a TO fxsus-ai" T. This system has been evaluated for Ast in locations cohering to the Por;dc Bulleing Code and Where pressure requirements as determined by ASCE 7 Minimum Design Loads for Buildings and Other Structuvs do not "c"d the d-Ilgh Ples— 1-6n9s IiSW herein. 2, Far installation wMra the sorb -buck is lass than l- 112' (PSC —tin 7 7074,4 Anchomg. Methods and sub -sections 1707.4.4. f and 1707,4.4,2) Tcpcon type cwcrato anchors must be used and the length moat be Such that a minimum 1- 1/4* *ngc-,, rent of the %jocoh into the rnc.an,y watt is obt.;nd. UAX is' O'c- 1 -1 N R M c Z) LO LUU) V, z to DATE, 4/3/02 SCALE, N.T.S. Irr WLN CHX, BY; R.W. DFAMNO NO'- T-02201 s"M I o, 1 Th--T- Out -Swing OPP, wood rrcmts system .;P=,N PRES5UaF RAnNG rue v 22IM&L UQkbLkL siz S"1 94. up to 54 8'0 ./.. :'!d'.qt- aingie Positive 57Z PSF Negative 67.0 P;F singfe with sidakes Posit,," 60,0 PSF Negative 60.0 P3F C': bauble up to B'4 8'G /o ;dfif- 4 O.C. oubie w/wo Sideiites Positive 47.0 PSF Negative 47,0 PSF cl co X, cx, X0, OX0, xx, OXXO co T-r,. head and side j--b- are Frn-110int Pi- 2* labo-t-d stay. ith WASONRY LINTEL f x 1 PRRINC TYPE ANCHOR 3` WASONRY LWTEL OR (V ALL M FIRPiNG 7:` Cc DRYWAU 3116' 1 APCONEANCHORIx atc< Jj 76` rAPCON TYPE ANO'ilR 25- WX 0 SW SPACE 6 2, 25" 3/ 16 T'Ap /L : 2E t ar , i Le=o TYPE ANCHOR 0 o z71 1,75 8 2-1 IZ TO CONCRM MASONRY aLOC4 25, V SPACE 25' Ark LIM- 1"' 3 16 TAPCON TYPE ANCHOR AELCC TAPcON OR EQuAL J/W TAPCON UK rl* pc ANCHOR to Ewe. La, SHEAF, WINC) g 25' UAX, tn SHtW SPACE z VI A tri CON L 18 Z- 112- FIRRtNG PEN WSc- To 77CAL Ix Sua- BUCK tbaE-A I A 2 PRRING I. This eytm has bean for use in, too dhllinj to the Florida Building Code 75'and where P,.s..re requirements as d.W,;nsa by ASCE 7 WW- O-iqn L de for auiWiAgs DRYWILL C-SINX4/3/02 L 2x SUCK and Other structural do not c,c*,,,l the design prassurs ratings iiltd herein. SCALL H. T.S.VERI l SCE LA SCE Falin. tcllati s h.,# thr sub -back is fess thK,n 4-112' (FBC section TO 2. X sus-euc)< 1707-4, 4 A horoje Methods DWG. By: W.LN and 1707. 4.4,1 ood f7C7.4,4.2) T-loc- typo conc,.te authors must be .sed and the CHK. BYT R.W. length must be such that c rnir;mum 1-114- sNogement of the Tapewl into the mozomry woN is obtc;nd- DRAWpNC NO 3. When using a IX sub -buck a jamb is required to ag- for m, edge spacing for Topton type anchors rjj 41 Thermo—Tru to —Swing / (%t—S-ing Door Wood Frames System JdMiUg ZT66LL MOLL 2M- Single up to 5'4 x 8'0 /wo sidefites Doubts up to 8'4 x 8'0 v1wo sidelites tis X, OX, X0, OX0, XX, OXX(I r Mo& •The head and side jambs ore ringerjoint pint measuring a min. 4-9116' with c ;/2' rabbeted stop. DOUBLE 2X • &a - HEADER 1/2- pRrWALL SH : c SINGLE Od4R FANI ZX STUD 2X 44-'K STUD PFK wS DRYWALL FIT PFH t5' oral, Cc SPACE EDVEFMC& S" jAMS 1,75, EUS. I QUIGU PRESSURE RAIltil single Positive 67.0 PSF Negative 67.0 PS,' Single with sidelites Positive 60.0 PSF Negative 50.0 PSF Doubl,t w1wo Sideiftes Positive 47.0 PSF Negative 47.0 PSF Co zo' TNs system has been evaluated for use in iocations adhering to the norido Building Code and where pressure requlremOnU as determined by ASCE 7 Minimum Design Loads for Buiiai,I;s and Other Structures do not exceed the design pressure ratings Listed herein. C COC* D X, -'S 45 L; C 2 z to tn Lo 0U j O cz Z 3 qFX7--TIM okTE- 4/3/02 TFI ER MA o TR U FIBER CL4SSfC*/*S&TH STA,;r a4t;WL,4 " S#,?GLE AND DOUBLE W4 I 1 w /tyff &DarMS INSULATED RISERGw DoCe vATH WOOD FRAMES GENERAL NOTES J_ THIS PRODUCT IS DESIGNED TO MEET THE SOUTH 7FLORfDADADEAMl- BUILDING CODE 1994 EDITION FOR MI, COUNTY 2. WOOD SUCKS BY OTHERS, MUST 13E ANCHORED PROPERLYG To TRANSFER LOADS TO THE STRUCTURE, C P3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SASE 1) : SHOWN ON DETAILS. ANCHOR EMBEDMENT To BASE MATERfAL, SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5, THIS PRODUCT LQLS LQT ME7 THE WATER REQUIREMENTS FOR WAW-OADE COUNTY, 6. ZtI-nE APPROVED IMPACT RESISTANT SHUTTERS EQ Fro) Sfr)ZLffLZ-QLL.T. 7. SIDELITES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION, Face sheets: Fibergfcss cv9 min. yield strength Fy(rnir,,)=6,000 psi SmoothStar 0070- mWmurn skin thickness FtberClpssic 0. I TO" minimum skin thickness dare design Polyurethone foam care. withl ' 9 tbs. density by BASF- a 0.070' thkPaneClpanelskinisconstructedfromsheet molsog ad ( The interior cavity is Nfed With 1.9 tbs. density SkV polyurethane loom, The Wrnq face sheets are gPied to the itt woodesandojls. T,e tafch site s reinforced with 0 wad look block, LYL measvrutg2. 375 x 14.0 fang of the stake and 6eadboh Iocalion, The hingeWe is FingerJc+nfed Pine and the top cad bottom roll are 01 9 wood composite materfaL In the double door apo&=60n the inactive door is lifted with an extruded olummm astragal (*',no Jw0ef 9) Of 600-T6 cfiay- t The frorrw is constructed from 157ff jointed pipe_ The b with ( 3) 16go, I/ crown x 2 tong g-11110-PIIZtheside Jam a val staples at eachside. The mullions ore secured together in 0 sideRe OP0c0th'a using 18 x 2' ion PITH Wood Screws (6) screws per each mullion, The units Inswing Saddle threshold measuring 5 75' x 7,548 ' I Gla in - The scethe paneis are stndwonh 9!hedd lice 1 8p f pie,,,, rome'llihLy oredryglazedontheexttri0fhk, P'. VI rAVIuseo" (Stile,- ff Iap It caulked with axww. The life frames ore held fjZtarft . 18 x112IcrgPloscrew. 37-5 MAX. OVERALL WIDTH 35' MAX PANEL WIDTH T— , r771 Uj W C; Z SINCY F INSWING UNIT 1 74.5 MAX. OVERALL FRAME AWIDTH I 35, 625' MAX. PANELWIDTH --- WSTRAGAL LU 105 5' MAX. OVERALL FRAME WIUI hI 36,625' MAX 15' 5" MAX. Z PANEL WIDTH FRAME WIDTHW/ASTRAGAL 7 3, 75' MAX. 0 cc WIDTH (D OD CL 7.125' MAX. M 0 n 0 D.L.O. WIDTH nLi- LLJ a: z tn L' I z yr W I IT ILI IG U d z ALL MOX 68, 5' WAX. OVERALL WIDTH 1(5 ARE VTEW£D36' MAX 15.5- MAX, EN PANEL J=TP P PANELWIDTHFRAMEWIDTH1 73.75' MAX. 01 a. WIDTH 7, 125' VAX, D. L.0 WIDTH W ED z z i 11 R1111DOUBLEwsWINGUNIT DESIGN PRESSURE RATING WH RE WATER tNF( LTRATION UNIT TYPE UNIT REQUIREMENT IS 140TNEEDED 67,0 PSF 67. 0 PSF DOUBLE PSF 55.O PSF 55.O ISF 7N-TL7--&-7'5= L 55 OPSSF -5 -10 PSF L WITH _SiDELITES 76 13 77 73 17 20 20 Ll Zyr 29 c 2 33 4 3 7 SEE NOTE 34 o 5 SHT. 4 0 Lj rA 3 W SEE NCiTE T1S 4 a-, Z: 9 5' MIN, Lj CLASS THK FzrFROR o j NTER7OR o IN Rio 25 7. 68' MIN, o FOAM CASKET PANEL THK. P BEADSILICONECA P. 7.68' MIN. PANEL TI4K. D o 1, o 42 15, 40 19 75 79 13 SEE NOTE 14 14 5 SHT 4 Lj 29 NSUWL 813. 13."4.3831 4 sc&z: 112' OK. M TIJH cW- M RW RT' DOOR PANEL - ITE 1 1,1 'RA:l TILIGR1 S ,5, SIDEL TT- SEE NOTE 2 SHT. 4 /—, u0im C! ujIz ASTRAcAL RETAINER CL BaT 8,0 LC. TOP BOTTIOW (2) BOLTS AT TOP & (2) AT BOTTOM 4 E l NTAl GRnt.a! 0 ASTRAGAL 1. IS' WIN. EMS. 25- MAX. SHIM r15 MIN. INr F1C- SINK SEE NOTE0435SHT. 4 ACTIVE i€ n® ®o a FOAM GASKET & SILICONE CAP READ 00 ol0 0 0 za0: 0 0 V 2 41 E NOTE ISSENOTEI SHT4 0 SIDELITE TO BUCK 37 SEE NOTE SHT. 4 2I HORIZONTAL _CROSSSECTION 0 HINGE JAMB TO SIDELITE u . c LIM, a L 7 — r -, oC) co co LU L,_t 00coi Xz FOAM GASKET z via SILICONE CAP BEADcrV 34 ov) Xo SEE NOTEI SHT. 4 MEMO= X= 7.15- mft EMBED 5- ." C-SINKC4 r —InER-P 25* VAX, 71 SHIM SPACE LL—-p IN 4 LATCH".a To BUCK' NOTES: I. SPACING FOR ffEM NO- 41 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP 00" ON SIDES; 5.5" 16.57, 27,57. 38.375, 49,375' & 60.375' - HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2,125' IN FROM EACH CORNER. FOR ITEM No, 27 (18 x I' PANHEAD SCREW) 2. SPACING ATTACHING THE ASTRAGAL TO THE "4ACTrVE DOOR IS AS FOLLOWS. FROM THE Top DOWN 17. 37, 5', 1815 40.5', 59,25, 74.25, 76.25' & 78.25'. 3, THE HEAD JAMB IS ATTACHED TO THE SIDE JAMBS WITH 3) ISGA x 112' CROWN x 2- STAPLES AT BOTH SIDE. 4, THE THRESHOLD IS ATTACHED TO THE SIDE JAMBS WITH 2) 16Gk x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELFTE IS DIRECT SET INTO THE AMB WITH (12) ITEM NO, 43 (#8 x 2' PFH. WOOD SCREW). THERE ARE (4) AT EACH VERTICAL JAWS, 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 THE FPAME THERE ARE 2) AT THE SILL, 4, IN FROM THE OUTSIDE CORNERS, 6. SPACING FOR ITEM NO. 43SCREW) SECURING THE MULUONS 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 SUCK USE ITEM NO. 12 (#70 x 2' SCREW) WHEN ATTACHING THE HINGE TO THE JAMB AND THE SjDELrrE AT THE MULLION USE ITEM NO. 37 (110 - 1 314- SCREW). zY EMBED. 75' WIN C-SINK v 40 INTERiQ HINGE JAMB TO BUCK, SEE NOTE 6 SHT. 4 SEE NOTE 5 SHT, 4 O 0, z zz&36 47 SEE NOTE I SHT. 4 LQ11 NTR N STRIKE 11-B TO "EL117 , r7 7' 7 7 717 --" I L L:12 sEE NOTE 7 SHT. 4 25' MAX SHIM SPACE OZ LJ N 0 co 0 CLct Lr) LLJ FomoCDco 00 Li im SEE DETML 'F' SH7. 6: 36- 66 6 3" SEE DETAIL E', SHT. 5 SEE NOTE 4 SHT 4 Z Lj CL, Zo— n 5- 6' SEE NOTE 3 SHT. 4 Z) LLI Cl Lj0:i 0 03 0 T co Mcrl . 7 LU CL TYR Q, CL SEE DETAIL Dt-- 'E' SHT. 5 ua 0 Typ. SEE OE7AJL G, SHT. 5 C, Typ- TYP. 3: 3® 3 3 6® 6 :, 3' A` FLC)pjDA B.O.A.Fo QQUSLE D2QL±y5-lMLTU SfNGLE DOOR MANUFACTITRER NAME 7 MASTER A t.357' BOLT DEEP ENOUGH FOR A 2" 13 BOLT THROW 12 10 013 t7 T3 to 10 ATTACH ASTRAGAL THROW SOLT ASTRAGAL THROW BOLTS DETAIL 1: STRIKE PLATE TO FRAME AT THE THRESHOLD A 'HOWN SEE NOTE 4 SH7. 4 M,A INUFA,CTUR,22, SEE DETAIL --7,zx F' SHT. 5 F =-. 7-11 F=73 MAS"A L, 3' 6. 3 3 3- 3- T-T TSEENOTE 1-7 3 SHT. 4 1TYR SEE NOTE In SEE NOTE TYR SEE DETAIL 3 SHT. 4 6 SHT 4 F' SHT. 5 cv o u fr SEE DETAIL G' SHT 5 SEE DETAIL SEE DETAIL SEE DETAIL TYR j- E' SHT. 5 E SHT 5 H- SHT- 13 — TYR, Typ NOTE SEE DETAIL G' SHT. 5 K' "K TYR.® SEE 4 SHT. 4 14 TYP. 14 TYP Typ. 6'--4 3' 3 6 3- SEE NOTE6 3" 6 6 t4 4 SHT. 4 TYR SINGLE DOOR WZ2201-1TES 2QUELE -DOOR 453' GLASS BETE 453' GLASS BETE 1 32 40 32 L? RR 34 1/8- TEMPERED 25 1/8- TEMPERED 25 CLASS 40 CLASS 1 12L 25' AJR 25' AIR SPACE 0 SPACE 0 L7 0 o 1/8' TEMPERED z 1/8' TEMPERED RI R 47 GLASS lbaR QR GLASS 36 z g SEE NOTE :S 36 - dPd5 ID I z 41 25' STEEL cL SE NOTE 1 -25' STEEL INTERCEPT INTERCEPTEPT SHT, 4 SPACER SPACER L7 INT 5- T—rM LITE FRAME QLAZLYC,- DETAIL L:ILI 03 0. ow Z, nLILO C LLJ CL z 2=4 vs ol6S. Wjm 4,563' 7T- 2 2 M EMM FINGER JCiNTED PONDEROSA PINE 92 28 2 526' 33 INSWING SIDEUTE 0,09- EXTRUDED VINYL WALL 0 0II G) 4 x 4 SIEEL 2M Hligc 1.077'--j 1. 5 31 FINGER JOINTED PONDEROSA PINE s 'K] lPE" i" 1.284' 6"] 1.232' T 1531 20ElTOPRA WOOD COMPOSITE 71 z4 1 077- ILI T oIn t12 71371.53 7 36 . 526" FINGER JOINTED PONDEROSA PINE M IATCH SME SlLf' TOM ClhEEhi4—TRU'a Ea)TRQPLEN[ O21A.T FPAM ) 02 UQEf2 TCM 1 .5,3 G} M E2212 Htti2E ML—OLE T tT 1.5.31 FC, =M-ELL SELE WOOL) COMPOS[TE ALV&f[N M WAM 109 Qao" THK. VINYL TYP 0 3S_ BOTTOM RAIL WOOD composITE 1 9 I 2,375" sunzo in n DATE' OL I Y-0- 0 P>lr. N.T.S TJH T cam. er Rw 300 5-2151 W 7f`(I LOCK BLOCK FINGER J0fNTED PONDEROSA PINE s cg 7 of 8 1,531 S, TOP EAL wo D COMPOSITE 592" 1--T cc 79' L ONILC" C S' W "'igET'p CELL F—W NYL 'IA 3' LLJ N D CD Li OLJ— om CD 0 0 175*- BY 7HERMA-TRU saw2oD HINGE _512E_an LE FOAMCELLCOREW/VINYL JACKET xv v) T ds ASTRAGAL RAS Is, m o ` 0i DRILL TREE FOR 357' DLk ASTRAGAL. DRILL TRU FOR A #8 RETAINER BOLTS IFH WOOD SCREW 2PLCS WIND AMBER If —WENIT-1-IEPLATE1 316' r— " —, , 1. 531 , 7 H SIDE 4ea E COMPOallE ASTRAGAL RETAIN F 0 MATERIAL: CIR!, R YELLOW CH OWATE ll' m ( 2) 8.0- ry BOLTS 0 BOTTOM 2) 8- 0- BOLTS 0 70P za WINDJAMBER 11 WR6E 52' WAJ L TYP.) mww. JOH-21-2002 09'52 MILESTONE WINDOWS 407 323 9729 P.02 Alan Plante, Chief Plans Examin Orange County Bu)ldlng Division Administration Building, Ist Flo 201 South Rosalind Avenue P.O. Box 2867 Orlando, FL 32802-2687 407) 636-5760 1 R F: Florida Extruders Fenestration MasterFile Update Mr. Plante, This letter updates and clarifies nomenclature regarding buck thicknesses mentioned on Florida Extruder Window, Door and Mullion installation drawings contained in the Orange County Fenestration Masterfile. Based upon the discu5sions at the Mid -Florida Home Builders Associations meeting at their offices on June 19, 2002, this letter was the agreed upon procedure for manufacturers to clarify the issue of"IX Buck" thickness nomenclature used on installation drawings. Builders/Installers when pulling permits for Florida Extruders windows will have to include this letter with the installation details. Florida Extruders requests the Or-ange County Building Division to file this letter against the Masterfile Numbers and Installatiors Drawings identified on the attached listing. Based upon a review of the signed and scaled engineering produced by Lildon Engineering Company for the methodology used in the development of Florida Extruder's Window, Door and Mullion installation drawings, the thickness of the buck in non-structural applications (i.e-, buck thickness less than I 'b") dqe influence the lateral resistance capacity of the concrete screw (i.e. Tapcon). Therefore, buck thicknesses less than 1 Ib" are acceptable as non-structural attachments when the window, door or mullion is installed using a 3116' concrete screw with a minimum embedment on 1 *114". Concrete Masonry Units should have a wall thickness of 1 "A" and a precast sill's thickness will exceed I "A". The drawings clearly delineate the requirement that a minimum embedment depth of I 'A" must be maintained by the installer. It is up to -the installer to use the appropriate length concrete screw so as to maintain the required minimum embedment Therefore, for Florida Extmder installatJon drawings where a no-M structural buck is used, nomencilature such -as -1X buck by otherms" similar &Atatements shall be construed to mean that a buck thickness of I than 1 112" is acceptable. The definition of a non-structural buck is b on Sectibn 1707.4-4-2 of the Florida Building Code. UUN-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 questionsshouldbeaddressedtotheundersigned. um Kabert J. Amoruso, PE Florida PE License No. 49752 Florida Extruders Interriational, Inc - Certificate of Authorization No. 923S Cc: Earl Moore/FEI Fil le SAMEMMEMME= A rubber stamp seal was also applied to facilitate reproduction for Orange County Building Division Masterfile scanning. Me. 2W2-L-M-K).,k--009 2540 JGwatt Lane, Sanford, FL 327Y1-:t600323-3306 7)32 2-3 61 M Must have a minimum L, of 4 Inches around the air handier per the State Energy code, All duct has an r=6 insuiction vatue. M e x LLJ Oj LLJ Oj Rating Z oa 0 z 3t j M CL 0 5 j (n 4 in Ix n ONE BY WOOD BUCK BY OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK STUCCO 7 BY OTHERS PERIMETER CAULK BY OTHERS RIGID VINYL GLAZING BEAD W (TYP.) WI q DO W HFT(-,HT) CAULK BETWEEN WINDOW FLANGE & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK, OR APRV'D. EQL- CONCRETE OR MASONRY OPENING BY OTHERS n' R / / El CAULK BETWEEN E.W. WOOD BUCK 8 (BUCK WIDTH) MAS'Y_ OPENING INSTALLATION ANCHOR BY OTHERS ONE BY WOOD 3/I6` DIA. TAPCON BUCK BY OTHERS -- I-1/4' MIN. a EMBEDMENT INSTALLATION ANCHOR 3/I6- DIA. TAPCON SHIM AS REQ'D- I/4' MAX. SEE NOTES) FLANGE TYPE WINDOW FRAME HEADER GLASS TYP.) (SEE NOTES) B.H. BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL a BY OTHERS NOTES: SECTION A -A 1) SHIM AS REO'O, 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 SILICONtZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS_ SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EOUAL- 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W , H . EXTERIOR OF WINDOW FLANGE, 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR OUANTITY 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 J8 SCREWS OF SUFFICIENT LTH. TO PROVIDE MIN. 5/8 IN_ EMBEDMENT INTO WOOD BUCK. 101 FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN, THIS PRINT ALSO APPLIES TO THE FLORIDA EXTRUDERS i SDI? AND 2000 ELE 1 f 1 % SERIES SINGLE HUNGS. lVt !I ['`. JP SHIM AS RED'D. RIGID VINYL I/4` MAX. GLAZING BEAD ( SEE NOTES) TYP.) GLASS TYP.)(SEE NOTES) FLANGE TYPE WINDOW FRAME IAMB CAULK BETWEEN WINDOW FLANGE WOOD BUCK W.W. WINDOW WIDTH) SECTION B-B W.W. 11) WHERE WINC< IS INSTALLED IN MASONRY OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH T4 ACHIEVE 1-3/8- MIN. EMBEDMENT AT VIEWED FRO EXTERIOR ALL INSTALLATION FASTENER LOCATIONS. I PERIMETER l CAULK BY OTHERS CAULK BETWEEN WOOD BUCK 's MAS'Y. OPENING BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS 1-I/4" MIN. EMBEDMENT O FHERS m TAPCON LOCATION CHART CALL PUCK LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 30PsF TO 40PSF 41 PsF TO 70PSF 3OPsF TO 40PSF 41 PSF TO 70PsF 12 18 1/8 X 25 B B F,G F'G F.G F,G 13 18 1/8 X 37 3/8 B 8 8 F,G F.G 14 18 1/8 X 49 5/8 8 B F,G F,G 145 18 1/8 X 55 1/4 B F,G F.G 15 18 1/8 X 62 8 B B 6 F,G F,G,HJ 16 18 1/8 X 71 6 B F.G F,G,J,K 17 18 1/8 X 83 8 8 F,G F,G IH2 25 1/2 X 25 B 6 F,G F,G IH3 25 1/2 X 37 3/8 8 F,G F,G,H,t IH4 25 1/2 X 49 5/8 6 B F,G F,G,H.1 IH45 25 1/2 X 55 1/4 6 B F,G F,G,H J I H5 25 1/2 X 62 8 8 F,G F,G,H,I IH6 25 1/2 X 71 B B F,G,J,K F,G,J,K IH7 25 1/2 X 83 6 30 1/2 x 26 29 1/2 X 25 8 B 8 8 F.G F,G 30 1/2 x 38 3/8 29 1/2 X 37 3/8 8 F,G F.G,H.I 30 T/2 x 50 5/8 29 1/2 X 49 5/8 B 8 F,G F.G,H.1 30 1/2 x 56 1/4 29 1/2 X 55 T/4 B B F,G F,G,H,I 30 1/2 x 63 29 1/2 X 62 B 8 8 F,G,H,I F,G, 30 1/2 x 72 29 1/2 X 71 B F,G,J.K F,G,JK 30 1 2 x 84 29 1/2 X 83 22 36 X 25 8 F'G F,G 23 36 X. 37 3/8 8 B F,G F,G,H,I 24 36 X 49 5/8 8 8 F,G F.G,H,I 245 36 X 55 1/4 8 B F,G,H! F,G,H,I 25 36 X 62 36 X 71 B B F.G,H,t D.E.F,G,H,I 26 27 36 X 83 B B F.G,J,K F.G,H,I,J,K 42 x 26 41 X 25 B 8 8 B F,G F,G,H,I 42 x 38 3/8 41 X 37 3/8 B B F,G F,G,H,t 42 x 50 5/8 41 X 49 5/8 B B F,G,H,1 F.G,H,f 42 x 56 1/4 41 X 55 1/4 B 8 F,G•Hj D.E.FG,H,I 42 x 63 41 X 62 B 6 F,G.H.i 42 x 72 41 X 71 41 X 83 8 B F,G,J,K F,G.H,t.3,K 42 x 84 4B x 26 47 X 25 B A,C F„G F,G F.G N} 48 x 38 3/8 47 X 37 3/8 B B A,C A,C F G F,G,H,I 48 x 50 5/8 47 X 49 5/8 8 A C F.G,H.t FG.H,1 48 x 56 1/4 47 X 55 1/4 B A.0 F,G,H,I D,E,F,G,H,I 48 x 63 47 X 62 47 X 71 B A.0 F,G,H,I D,E.F,G,H,I 4Il x 72 47 X 83 FGdK DEFGHI.tK 48 _.8 4 32 52 t f 8 X 25 B A,C F,G F,G F,G F.G.H,I 33 52 1/8 X 37 3/8 B 8 A,C A,C F,G,HJ F,G,H.t 34 52 I/F X 49 5/8 B A,C F,G,H,I D,E.F,G.H.I 345 52 1/8 X 55 1/4 8 A,C F,G,HJ D.E.F,G.H t 3S 52 1/8 X 62 8 A,C F,H.IG D,E,F,G,H,I 36 52 1/8 X 71 52 1/8 X 83 B A•C F,G.J,K D,E.F,G,J,K,J,K 37 37 SIZE NOT AVAILABLE IN i 000 OR 1500 SERIES- IFLORIDA TITLEI INSTALLATION DETAIL SGL. HUNG FLANGE WINDOWS - SERIES 1000 I SC O & 000 DRAWN BY: B B APPROVED BY: DATE: Cl i C39 / Q l SCALE: N T S DWG.. F- L E X OO 10 FAX 4tY7 8G5-3366 PREPARED BY. PRODUCT & APPL TID Ef Gif4EERING. INC., 250 INTERNATIONALPKY„ SUITE 250_ HEATHR , FLORIDA-32746— E 407 805--0365 QU ur S- II x 2 x i /?2 TUH ',flULLIGN jAM,2 (TYF) 0 X 1/2 SELF TAPPING SMS 7SEALAN. BET KULLIGN TAPPING VMS s E 'c' C) i 0 - A ill I X E 7/5 X 08 TU"EP: MlUi-LIONN S-H, C-7!YP,) 1, 8 ,b X 1/2 SLLF TAPPINIC WE SF-.ALAN7 BETWEEN WINDOV FLANGES MULLICN P X 1-1/? SELF TAPPING SMS E C i 10 bi ACA TUBE MULLION iolco s'H- — JAMS JYR) Q X 1/2 SELF TAPPING VMS SEALANT KT%EN WINDOW FLANGES MUILL-1-01N 48 X 1-1/-E SELF TAPPING SMS JT i cl ;-", 'L — 'iL 7-, 1 X 2 X 3/2 THE MULLION 4G X 11/2 SELF TAPPING SMS SEALA*-,,T -7,ET`w-7-EN; X 4 X 3/8 ToW MOLL3% TAPPING SMS 0 706 iocu it oljAM3 CTYPI) 8 X 1/2 -SELF TAPPING EMS L_ SE-ALANT PETWEFN VINDO'w FLANGES MUL- L`0*4 18 X 1-02 SELF TAPPING EMS y; cl 1 i 0 14 A --- AA 1 X 4 X 3/6 TUBE MULLION R 1 1/4' MIN: E- MEEH:HENT ENE: By -WDCID-- BUCK EY DTHERS 49 X 1/2 SELF TAPPING SmS SEALANT BETWEEN 48X1-1/2 SEL-7--' WINDDI"W FLANGES TAPPIN,': SMS MULLION SEQT QN A —A (7i r 1 A te SELF QVINS EMS ', TYP DETAP T ELEVATON 03 X 1/2 SELF M E W E C—AR-0 1,71X T E R i 0 R TAPPING EMS 7-- EALANT WINDFIV ;- LANIG S S X 1-1/2 SELF TAPPING SMS rAJ 0 4— CDi',CRETE OR HASENRY BY i,—JTHFRS WNSTALL; TIEN A-.NC'H0R :i!A TAPTON W Elw ANC-E:7 ,TY7: LXTEPNAL IkAULLIDN NS - A L DD N C L ikli',' UiLLi0N TO CONCRETtE -9 HE,&.D APRUES TO HEAD 8c —SiLL WHEIREE 1, " X 4 A 2. X 4 " T i J 6 E 1 v5 U .—L.' 0,1 l S A F E ',J S E -, ) DETAIL ED, INSTALLATION 41NCH`Cp i! 6' :1-14, TAPCON f SCRE:,,l ANCHOR ITYRI STILL CLIP 7 114t4j- N. EM3E13HENT PRECAST STL By OTHERS Ai W! ! ARY P! ATF Fe D Qt) INTERNATIONAL, INC SANFORD, FLORIDA F L 0 lRd""A EXTRU "T MLE: SER 1 C) 0, 0 / i 15 0 0 P L. f! 44 G E SHEE 1 0 F Ea ll E: R T 1 C 11 L is-1 L L- l" N S E (v T i El S S E E El T 11 E R Q I D F ( SHE- E T 2 OF 2) F El AR DESIGN PRESSURE CAPACITIRS jDRAWN BY. APPROVED BY: IZ f- A T T l lF 'Q- —Tn—w—r— SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES ---------------------- CAPACITYTYiCAPACITYCAPACTY i CAPACITY i CAPACITY!C 1, CAPACITY CAPACITY !CAPACITY i CAPACITY 8 1 X4X3/8 1 X4X3 8 2X4X3/8 Ix WINDOW WINDOW 1 X2X3/8 1 1 X2X3/8 IX2 7/16M/BilX2 7/18XI/8lX2Xl/8 lX2Xl/8 i i ULL JUBE MULL! TU13E MULL! TUBE MULLTi6ANCHORSORS4ANCHORS6ANCHORSTIP -TO -TIP L TUBE MULL TUBE MULL TUBE MULL ITUBE MULL CALL JUBE MULLJUBE MALL 2 ANCHORS 4 ANCHORS Cl IX2 U 'T 2 SIZE 2 ANCHORS 1 4 ANCHORS 2 ANCHORS 4 ANCHORS A 5) SECT. A-A(6) SECT. A-A 6) SECT. A-A(7) SIZE ECT. A-A(3) SECT, SECT. A-A(2) SFCT. A-A(22) SECT. A-A(3) SECT. A-A(l) I SECT,?-A(l) 791.8 i 11187.72 1187.72 336.52 732.42 791.81 11187.72 336.52 732.42 12 19 1/8 X 26 1336.52 732.42 336.52 692.83 1 740.20740.20 493.47 '740.20 456.46 .209.72 456.46 493.47 429.55 209.72 l 9 1/8 X 38 3/a, 20 t17-66 J___ 13 9.72 1317.6 209.72 1539.1293912 152.75 271.83 359.41 539.12 152.75 193.92 14 19 1/8 X 50 5/a, 131.23 1,131.23 1152.75 177.46 3 1479.33511479.39711319.55 460.17 319.5 127.29 .127.29 135.81 139.09 135.81 1194. 145 119 1 /8 X 56 1/4-94.13 934.13 3.03 423.03282.02 423.03 282.02 142 97.48 119.85 136 64 65.97 '1 89.21 15 19 1/8 X 63 65.97 89 2 97.48 1296.98 296.98 365.75 43.49 212.62 212.62 58.81 64.27 i 64.27 190.09 90.09. 16 19 1/8 X 72 158.81 184. 08 184.08 1294.03 55. 84 55.84 1131.79 131.79 17 19 1/8 X 84 26-96 26.96 136.45 36.45 39.83 618., 1927.78 3618.52 11927.78 52 1927.78 541. 20 1262.87 572-13 i 262.87 i 572.1 1H2 26 1/2 X 26 262.87 572.13 1262.87 371. 61 1557.41 i 557.41 239. 21 157.93 lH3 . 53 61/2 X 38 3/ai 157.93 323.48 157.93 343.74 157.93 343.74 371.61 1557.41 39 9 5 3 1399.53 399.53 201.45 266.35 I113.20 143.71 113.20 lH4 6 1/2 X 50 5/E 97.25 97.25 113.20 131,51 353. 55 353.55 235.70 339.42 275.70 i 1143.31 193. 89 93.89 100.17 1102-59 100.17 1H45 6 1/2 X 56 114, 69.43 69.43 1310.65 1310.65 100.34 71.58 01 _F2 7.1 0 1236.83 1207.1 0 lH5 26 1/2 X 63 48.44 48.44 165.51 65.51 7.11 1267.38 165.86 115544 217.1 146.98165.86 1155.44 1 121 42.99 142.99 146.98 H 6 26 1/2 X 72 31.79 131.79 95.93 95.93 133.99 113399 214.02 40.64 1140.64 126.5326.53 128.99 128.99 1H7 1 26 1/2 X 84 !19.62 19.62 4-- 765 1765 510 1471.75 ' 471.75 216.75 1471.75 i 216.75 i471.75 1510 1765 22 1 37 X 26 1216.75 216.75 1 431.36 T_ - -__ - --- '287.57 431.36 1287.57 431.36 T - - ------- i01266.0250.32122.22 266.00 1122-22 30 L1. 29 1301.29 86 23L37X383/8 122.22 185.12 1122.22 1 1 1 1200- 86 301.29 200.86 T_ - l08.37 i 85,.36 151.91 199.17185.36 185-36247X505/8 i 73.34 '73.34 254.07 176-43 2 264.64 174.93 107 76.79 ; 176.43 64.64 74.98 65 245 7 X 56 1/4 51.97 151 97 70.28 1; 70. 28 153.96 1230.94 230.94 153.96i176.06 74.59148.7048.70 53.21 153.21 165.43 25 37 X 63 36.01 36.01 - - --------- 114.76 1114.76 131.61 1160.30 197.41 34.69 i 48.62 '48.62 123.47 1 37 X722 34:? 31.74 31.74 34.69 26 56. 97 1 19. 46 !19.46 121.26 i29.81 129.81 70.36 170.36 98.27 98-27 27 37 X 84 i 14.39 114.39 676.28 676.28 450.85tJ70-4 450.5 5 676.28 i 32 3 1/8 X 26 1191-61 417.04 191.61 1394.49 1191.61 417.04 .1911 61 5 347. 25 1- 1347.25 8 2 ; 4.14 2t 1.50 1,347. 25 231.50 214-14 53 1 / 8 X 38 3/a,98.38 .02 98.38 201.51 98.33 33 1231. 01 231.01 1154.00183.09 ---t-65 -45 11.6.47' 1231.01 Ll 34.00 76,04165.45 65.4534 31 /8 X 50 5/8,56.23 56.23 - - ------ 133.48 1200.23 1200.23 192.22133.4853.17 ' 53.17 156.73 158.10 .5 6.7 3,' 81,4 345 3 1/8 X 56 114 .39.32 '39.32 i 5 lt508 1115.08 72.63 1172.6.3 1131.60139.7839.78 i 48.91 5. 35- T - 53 1/8 x 63 26.92 126.92 ?36.40 36.40 1118.41 1145.82 23.45 123.45 125.62 125.62 135.92 135.92 84.77 184,77 97.21 36 1 53 1/8 X 72 17.34 17.34 71 78 124,81 51.397-7114.21 14.21 15.53 )15.53 !21.77 21.7 151.39 171.78 37 53 1/8 X 84 10.51 10 51 SERIES 1000 & 1500 FLANGE VERTICAL INTERNATIONAL, INC FLORIDA EXTRUDERS SA FORD, FLORIDA MULLION DESIGN PRESSURE CAPACITIES r- 1 A Nj r TITLE: T u H, SHEET 2 OF 2 E-T T -A' NS F R, VC NOTE: A) NUMBER OF ANCHORS NOTED FOR TAPCON tq DRAWN BY: APPROVED BY: U' L . FASTENERS REQUIRED AT EACH END. 8) DESIGN PRESSURES GIVEN ARE FOR 1.5 X IDWG.: I-VK u f- r- DATE.'U'_ SCALE: F SHEATHING BY OTHERS SHIM AS RE'Q'D SEE NOTES) CAULK BETWEEN DOOR FLANGE SHEATHING r" v t iLot SLIDING GLASS DOOR FRAME SILL r' t> e LI a 8 INSTALLATION ANCHOR 8 SCREW TWO BY WOOD BY OTHERS I/4' MAX. SHIM SPACE I-I/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD EMBEDMENT a a I-I/4' MIN, o c, t LIBERALLY APPLY ---J CAULKING UNDER SILL OR SET SILL IN BED INSTALLATION ANCHOR OF CONCRETE 3/I6` DIA. TAPCON SECTION A -A tea-- DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP.) PERIMETER CAULK BY OTHERS t- i/4` MAX, SHIM SPACE TWO BY WOOD I-I/8 MIN. / BY OTHERS EMBEDMENT / SECTION B-B EXTERIOR E'_E` ATIEi 2 PANEL DOOR SHOWN SLIDING GLASS I HOOK STRIP SHIM AS REQ'D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW CAULK BETWEEN DOOR FLANGE S SHEATHING SHEATHING BY OTHERS TEMPERED C STUCCO (TYP.) OR SIDING BY OTHERS SLIDING GL..r INTERLOCK INSTALLATION ANCHOR HOOK STRIP DETAIL m ULK BETWEEN IOK STRIP & tEATHING I-I/8' MIN. EMBEDMENT T S: I) 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 I-I/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 RE4'D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE & CONFIGURATION TO FINISHED OPENING. PLACE INSTALLATION ANCHORS, IN FRONT T OF HOOK STRIP AS SHOWN- 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM C1300 GLASS CHARTS 9) DOOR 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 RFO'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 'O' REPRESENTS FIXED PANEL APPROVED CONFIGURATIONS ARE AS LISTER 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 CONF IGURATI S. 15) FLORIDA EXTRUDERS 1000 SERIES SLIDING GLASS DEGR IS SHOWN- THIS PRINT ALSO APPLIES TO 20013 SERIES ANie 500 SERIES. REV DESCRIPTION I DATE EXTRUDERS INT. INC. SANFORD FLL11 TITLE: SLIDING GLASS DOOR INSTALLATION WITH #8 SCREWS DRAWN BY: H APPROVED BY: ATE: I21I7101 SCALE: NTS DWG :FLEXIIII27 SHT I OF oro.Drx uv- o9nnireT L APPLICAITIN ENGENEERING, INC.. 250 INTERNATIONAL PXvY., SUITE 250. HEATHRDV. FLORIDA, 32746, 4G7-8tr5-0?f5 FAX 407-805-9365 NOMINAL DOOR SIZE AND CONFIFjUR4TION TO—G _8 XT Ox' X0 5068 XX, OX, XO 6063 xx, DX, X0 8068 xx, Ox, X0 10063 xx, Ox, X0 5080 XX, OX, X0 Goso xx, Ox, X0 8080 xx, Ox, X0 10080 xx, ox, X0 50100 x X' ox, X0 60100 xx, Ox, X0 80100 xx, Ox, X0 90e3 OX0 12068 OX0 15068 OXO wed ox[i 12080 OX0 15080 OX0 90100 lixcl 120100 OXO 9068 xxx 12068 xxx 15069 XXX 9080 xxx 12080 X X X 15080 xxx 90100 xxx 120100 xxx looes 0xxO 12068 OXXO 16068 OXXO 10080 11xxO 12080 OxxO 16080 0xxO 100100 OXXO 120100 OXXO 160100 OxxO 100GS xxxx 12068 xxxx 16068 xxxx 10080 xxxx 12080 XXXX 16080 xx m 10 0100 xxxx 120100 XXXX 160100 XXXX 48 SCREW INSTAIL-LATION ANCHOR CHART a 48 X 80 60 x so 72 X 80 96 x 80 120 x so so x 96 72 X '36 96 x 96 120 X 96 60 x 120 72 X 120 96 x 120 109 1/8 x so 145 1/8 X 80 181 1/8 x so 109 1/8 X 96 145 1/8 X 96 181 1/8 x 1) (D 109 1/8 x 120 145 1/8- X 120 106 5/8 X 80 142 5/8 X 80 178 5/8 X 80 106 5/8 X 96 142 5/e X 96 178 5/8 X 96 106 5/8 X 120 142 5/8 X 120 119 5/8 X 80 143 5/8 X 80 191 5/8 X 80 119 5/9 X -7e- 143 5/8 X 96 191 5/8 X 96 119 5/8 X 120 143 5/8 X 120 191 5/8 x 120 117 1/4 -T-ST 141 1/4 X 80 169 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 70 1 46 PSF TO 1 61 PSF 70 45 PSF 60 PSF 70 PSF 10 io 10 12 12 12 8 10 10 10 12 12 12 6 10 JO 10 12 12 12 14 14 14 16 1616-, 12 12 12 14 14 14 16 16 I G 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 4 14 12 12 12 14 14 14 is Is 18 12 12 12 14 14 14 12 18 is 12 12 12 14 14 14 18 is 19 12 12 12 14 14 16 16 16t14121212 14 14 14 I 6 16 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 io 10 10 010 10 10 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 8 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 10 10 10 10 10 12 12 12 12 12 12 12 1-2 12 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 70 45 PSF 60 PSF 70 PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 7 6 7 8 4 4 4 4 4 4 4 4 4 5 5 5 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 D 7 6 7 4 4 4 4 4 4 4 4 4 b 5 5 5 5 5 5 7 7 6 7 4 4 4 4 5-5 4 4 5 5 5 5 5 5 7 8 5 7 8 5 7 ANCHOR NOTES: 1) FOR MASONRY OPENING W/TWO BY WOOD BUCK USE SAME: ANCHOR QUANTITIES. FLORIDA EXTRUDERS INT. IN. SANFORD, 'FL. 11ILL SLIDING GLASS INSTALLATION WITH #8 SCREWS ENGINEERDR?* BB 11,111E, 12/21/01 DISCIPLINE; CIVIL SCALE N.TS. DUG. No- FLF-XO027 FL. REG- NO REv. LETTERI S,EET, _ 471P;)- - _ nc. F-%-FLAN: 1928 awlWORY I. DO NOT SCALE THESE DRAWING5: WRITTEN DIMENSIONS AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER WITH ANY CONFLICTS IN THE PLANS BEFORE SBOINNIN6 WORK. 2. ON —SITE VERIFICATION OF ALL DIMENVONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE SUB —CONTRACTORS. EACH 5U15—CONTRACTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER QUESTIONS PERTAINING TO THE DRAWINGS AND/OR SPECIFIGATION5- S. IT IS THE INTENT THAT THESE DRAWINGS BE IN CONFORMANCE WITH THE 2001 FLORIDA 5UILDIN6 CODE, AND ALL APPLICABLE LOG , CITY, COUNTY, STATE AND FEDERAL CODES, ORDINANCES, LAWS, REGULATIONS AND RESTRICTIVE COVENANTS GOVERNING THE SITE OF INORK. 4, ALL TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS, AND FERFORM ALL JSORK NECESSARY, INDICATED,REASONABLY INFERRED OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR 5COFE OF YNIORK. 5. ALL 54"X22" AND 56"X24" PLANS ARE DRAVNIN TO SCALE 1/4" = I'-0% EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO I/e " = I'—O"- ALL 1-7XI I FLANS ARE DRAJoNN TO THE SCALE I/5" = I'-0", EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS WHICH ARE DRAWN TO I/1&" = DESIGN PARAMETERS BA54C UAND SFEED = W tiP3-4, (FASTEST MILE) 110 M,F'14_ (3 SECOND GUST) WIND IMPORTANCE FACTOR = 10 WIND EXPOSURE CATEGORY = B AF'FLICABLE INTE€NlAL PRESSURE COEFFICIENT -- OJO INCLUDED IN DESIGN UND LOADS DESIGN WIND LOADS - WALLS = +22 , -10 FSF RO 5 Q0 , -20 F5F 30 FSF AT OVEF?J4 S) SHEET NO. SHEET NAME 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 A - LINTEL DIAGRAM, LINTEL LOAD TABLES S'E - STRUCTURAL DETAILS S2 - STRUCTURAL DETAILS SP - STRUCTURAL DETAILS FOR OPT. CVD. PORCH i 4 SLAB W 6 VAP4)Ei ..jESR DYER TREATED COWACTED F&L CMO 0 - GRADE v 2 1 5 BARS A30i#OL#TH#C_SLAB CMU ONE JORY 3\- C S W g Sti 2 W5: STIW A i6' O:C. Ot 3t 6YEft 2% P.F. BOTTOW OVER TREATED C ACTED FAL PLATE J 1/2— A& 3Y O/C AND q" 3Y O/C GRADE t6" 2 (5BARS EAONOLITHIC SLAB — FRAME OPIE STORY -- 3k" D tC. SLAB Yt[/`y^g^-Ra6ESH NOR LOAD FRG. WALL OVER 6 NIL VAPOR bAKt1ER 3 tf2` 1 f 5 REBAR CO?T- OVER TREATED C ACTED FILL °& ESH 3 t/Y CLYP4G SLAB AIL OVER 6 bNL t S REBAR CCXtT_ w/ SH . VAPOR BARRIER OVER 6 LOL 1 / 5 DEBAR CONT. OVER TREATED VAPOR BARRIER COMPACTED FILL DIVER TREATED ,I GRADE COMPACTED FILL cY. n n THICKENED SLAB NON BEARING , I, DEPRESSED SLAB_ DEPRESSED SLAB ENTRY — CONC_ PAT#OS NON BEARt_-. SH0IWER NON BEARING'S GARAGE z5' LAP COF3JER BARj4i L FF5 t1t/ STD. HOOK 1 ' BAR& 9 LddiEL FttlEil W CCW—, FILLEDTOP WA ° 5 SEE FLAK I LINTEL BEAM REINFORCING SINGLE COURSE LINTEL CHAIR BLOCK UNDER FRAME 3fa=1-o-D ANCHORAGE TAPCON: BLOCK. TO EXT. FRAME SHEAR STRENGTH X - DETAIL DENOTES PIPE CONNECTION (TYF'. SPAGENCs) SHEAR STRENGTH PASSW, TIF ANCHOR ANCHOR LIGHTWEIGHT STEM WALL TAPCON: 3/}6" t2" O.C. DIA EMBEDMENT HCHLOYP BLOCK DETAIL DEMOTE5 PIPE 3/16' 51-EEVE -L 135 PA55N,- Tk 2OIXsit FO; t-1/2" 846 L65. EXP_ BOLT: t/zP 48' a.c. — Q? 2 SIZES LAFCs- R T14AN st 1/4" 1_ 1075 LBS. CxRCtITE b ED Pii'E F°A5eWS 2 J—BOLT: t/z' 48' 0.0, X TEST REPORT / tsO zoosaf s eEwE IFE P PROFFSSMAL RACE _ 04AISTIFES,114C. SEE MFG. SPECS. FOR BIT SIZES & TECHNICAL T ~• INFORMATION EXPANSION BOLTS: SEE FOl1NDATION PLAN-- RAWLS FOR REBAR TY 5 MBAR 4ATNW FOOnw.i iE: TOOTER LAWl--.IGITT ODt/CTL.00AiiGd EMBED IA, MIN. EDGE ALLOWABLE ALLOCABLE Cttf 2..° M%d SPLICE O ERLAP FOR(SEE ATi I BAN f7EPlH E#STAt4CE PUtLOtiTSHEARFOR StZE I)y 2.5 1/2' 15" 761 LaS, 1785 LBs_ TYPICAL FOOTING DETAIL CITE 3" F 2' 25 183t CBS_ 2537 LBS. MoNOLITHIG F ; ATION DETAILS t/4•=t=o MAXIP' SSPA -fNG OF FILLED CELLS IjWyRL'7= CELLS THAT CAN RESIST A TOO M.P.H. LOAD DESIDEN L FfTESSJIRE T= 22 F-F E ON HOLLOW CORE a4tT5 IS 25 P.SI. - ACA, 5D TABLE fOA SMT TIES 8` PAF-T ALLY C4RDUTED WALL= 95.43` Y 5 -S A._J) M = W-f /8, 5 = W`L-LX12/ EOCT = 95.43 , t = 0.4 FT. LK.E 8'-O' HORIZ. SFPCiW - 9`-4' CETLIN MAX. (FS = IV I &-0' F®R[Z. FACIt - tU-O' TO fZ-8' CEUNE, MAX. LISE R'-O' HCnZ. SP- 17-8` TO UY LEIL[t MAX. 4 AM LINTEL w W #5 EONT. 9 9'-' WET. 01- 8'} 5TnTki>E ktAS t i xTESI>= 11 TIT MEET OR EXT-EER i1iE fiO P2P. 3 wrnm C-&YTS MlPifl LOATT IPE S OF TEE T PE f ENC.INEERINC. s 6•-e OPTIONAL " X 42° X 4°CCRr_ PAD / mm i 111 PRRD:GAS7 5,6D. I rftS"JESHOLD G 1 ll # ll l\ l # I ll ( ll FOUNDATION SLAB NOTE: E ll 3 1/2, GOO— SLAB KrFI # OVER Fi "L VAPOR BATFJIJER ON # AG7ED TERMITE- # Ll RESISTANT TREATED FILL OR } ll r>ET ' REOFUT 2' SYSTEM (T'T'P) 1lLAV { li I It # i l\ is l It G It TLC ll , 11 ll I 11 Tees l\ mi i i I TOCHhsE f r 1 I \t ( D iii I li } I ll } M' X 42' XC ' # 20'-3 1 /1& L—__—.-------- — — — — — — —-tr— t ASAT 1 _ EAPAGE m a' D' I RATION ELAN 'A` j # e' V4•=1=- I ENf7 iIETAIL SC- ET 52 i # P]T€: j EL.e"ATICiNS 'A' BELINTEL # Eiifi L1ET 57_ AIDES # ar # EXTEND FRi e E i v/ s'z*mo/c F— X L-------- ---t 3/4' F ECE66 AT 6APArE DOM r 4" 3 4 U$ t3'-4 VS7` 3'-4 I! s SARABE ASS # 03 { of gi°s t q' O} } i # # 20'-0 3/4' o t # L Id L -- G — — FARTIAL FNCI. PLAN '5' B `G` - Y `-0' -4 2'-r 5'-4' 40'-0° MO LITHiG FCUNVIATION FLAWS SY KITC,PE C 5caLE- V4- -rc' BATH c f, lt T [OR, ELEVATION5 6 3 p s - a KITCHEN B SALE- V4'4-O' BATH I) SCALE tom=d•-p/" L 3 R.=TllR<_ LLCrGDt<GCERS rs cµr ur $# { S( 17EFCi iFd i1t h. PV.Ya F0P 1 APR 420,13 ALL FRAME K _. 5 TO &E 3 '/2" ca 3u.-,.mod . ork A AREA GAI.GlJI-A NS 15T FLR LfViK`3 2/3 51= H F 6ARA,E- 426 5« E ENC41NEERINC. GOt/ERED Et.TRY_ 2-7 5 TOTAL : 2385 SF i rtrms < s[! sma ri Au LOCAMN 2) 25E ( 211 -2P7 Ef 2ES5 irf__ECL'RO M - 8' FLhY n tt Y BEDRGOM 2 [[ ty Si rqlam ze he N v i.IC c } e• Lv,i t ' T-r, 3/4 a 4 t RlS bUX68 S,B,U 21 231 RREA t ROOO 1 1j:1 KI TC_HEEN Exi t BATH 4 = 0 - m d i ZO f i i r a y 1' rLA e r ! ! 'T +ELF a f I r4Y al o sza-v Ir a, E 4._ q(.l riA__ VIh6 ' O, - b- TNOVAIRF=AiD a G HAVE` 114 OF 4 <L L4fit r- N 2 A L/4° Er = : u N i----- FOYER F x4-,1 a. FLOOR PLAN 'A' i r 6 21 -23} f2'-O 314° ENiRY aLorX sc-M ( 27 755N s^az (+211 --2-8) No 0 x T 0' µI H t 1F. T P f+ - P'ARTiAL FLOCK = Lf I 'B' 1 2v -03_/4` L? (+211 -23) v ENTRY 6'_OCK WTT. O/C 16 ` x 1 0 N. FP. Dr:! FLOOR I LAN5 401-0 Isy" fia N N o a 0 j dawn It-ct- by. Ldaes_ Ot-2222-OY E sheet_ of. IIOTE SEE R USSMF ,'ENGI NEER N ATNTRUSS TS Tp _ _T 'US_S 0 USS Co C 0FORRNNE RS ROOF TFU5& ANGE: NOTE- UUSEet) TYPE 'r-' (OR INTERCHAW-45LE TIE) FOR TFU65 TO FRA$-E WALL OR BEAM CTION tk&E86 NOTED OTHERIMSE (UAO.) V USE (V TYPE 'A' (OR NTETIE) FOR TRL16S TO BLOCK WALL Cct` INEr_TfcN (URDJ 3) USE 6-N (OR W, ERCI44WSEABLE TIFT-OR ALL JOIST PAW.ER C,244ECTICN5 ( LNO) 4i LISE ( 3) V,,d OR M _Sf . 3 V4- RASELODE 64-IN 941L TO FASTEN JACK To 1- up lsipvm (T415) 51 GAE3LE S RE(V TYT=F- 'A' OR (1) TYPE 'C' STF-41- AT 48' Olt- FROM CENTER OF TRLISS. Sm-= POST ON Ist Akv 21 FNELMATIC EOLUVALENT MAY BE SU155TITUTED FOR 141414D RAL DEVGoqATfONS1 NAIL YALIJES, BA_neo CK 'N"TIONAL DESIGN SrEGFtCATIONS FOR WOOD GONSTRtk__TtON FROM TABLE 8. 8- - AND SPACES - LATERAL LOAD DESIGN VALUES NAL S44EAR VALUE ad 103. knd 12S, vld I4Y 0 I ROOF TRUSS LA`T'OUT`5' 0-4 LOADING: FIBERGLASS SHINGLES 8-0-0 PLATE HT SCALE: NTS MEAN HEIGHT: 15'-0" WIND SPEED: 100 M.P.H. TC UVE: 20 psf SPACING: 24" O_C. TC DEAD: 7 psf RC LNE: 0 psf DESIGN BY: CM BC DEAD: 10 psf DRAWN BY: KSB TOTAL: 37 psf DUR FAC: 1-25 I SCALE: NLrS, asa 4- 131 T& (TYR) RAL FLUM BE I A, I L PDOF PITCF4 I FlET- 101: 1 DE]ULIE DEJOLIE] FRONT ELEVATION ' C 11 fly[ I-. STUCCO DETAIL 5C,oF, EP BANDS I HALF GOLUMN DETAIL m 1/ 5' STUCCO ON LATH - WCD STUD EXTERIOR WALLS (TrP) p, --- 1, 3JS5 BL,:- r-o. TEXTLED FNIS(4 ON cm R:ETE BLOCK EXT. WALLS (TYP) as 6. Snrcco BAND / TypJ SCALE: 1/4' . I'-0- RIGHT SIDE ELEVATION Sw91*LE$ 11, F_ U— wGABLES ( TYPJ CT TEXTURED FMSP ( TYP.) fit fill LEFT 51DE ELEVATION w c= OFF RnDrIF VENT 4K- LES MRRIC,11YE ENOINEERIN(-- TEXTURED FR4154 (TYP-) P' t E---d REAR ELEVATIONLj0 parros, P. E_. tyr. 22_01 sheet. A3- C 4 10! 3 Of, r PRODiJCT 1 E5CRIFVON COMPLIANCE FASTENER-5 PE516N LOADS LB5. UPLIFT HURRICANE CLIP NER 393,422,L3, d EIHUS26-2 IUS26 —f-S-INLGLECL FACE MOUNT HANGER NER 393 14-16d 6- 16 DOUBLE FACE MOUNT HANCEF NER 393 14-16d 4-16d 8033 MASONRY HANGER12" B l POST ANCHOR & CAP NER 1 i i u / ANCHOR 1 HTS20 HEAVY TWIST TIE MER / 1245 STRAPHCONCRETEm01 00 q a a V n la, CFarrow8 P.E. by- M d*ckd a,- n-ol ENGINEERING All 2 t nAn TARE f= MI-T,M IQ'7a QUMTITY 1 T L645 2 Ewl 1 R46E AAA If a LO- 00 I DRYER 30A 7/F 10 5kw Dl5AlwA%4ER 20A W 12 1300 REFRIGERATOR 20A VP540 D151`06AL U"6HER 20A W 20A VP VP 12 540 Em SMALL AMIE —w— AW- A t2 3000 6 GENERAL LI&4TNG 5A UP 14 Beelo GARAGE DCOR OPENER SA LIP 14 E,00 PAME FANS (if,) 6A VP 4 500 TOTAL ( WATTS) 30?30 I et 100W UJATTS AT a WATTS REMAINDER 40% aOV6 WATTS A. G. 3,000 WATTS 3OW WATTS TOTAL ---.— lLEL-lAoAAT15— TOTAL LOAD 4MF'5 88,L3 AMP5 SERVICE 54ZE 2 / 0 SER CABLE L W MLO - DRYER 106 W3 04 BARE PAL- SMALL APP. t2/2 Un awI UK44TWG CIR- 4/24 M TO FPt TRANS - a, GROUIrL) ROD IcI25 F-LErTRJCAL RISER DIA&-/150 A 4 KRE SERVICE 31 VIR I V2- LAV LAY 21 YTFI 2, caa KS. LAv t U21 r ot 31 Tte 1128 I'L-0-eIN6 RISER nlACS- bt 44 Na Ts, ELEETRIF- AL LEBEND 0-- Ip T 0- IEvt_ wy MarWiESC k T DMCTM M W TFIXRdiE 1— n ELErT PNEL Mwl F,14 FREWE 4 R"} W 41r X ByRFlIalfNPUE- & 5:EE ATTA(-WED "VAC FOF- G COfRfC-T FLAN: r->O NOT USE CL" H4V=-- LAYOUT ON THIS 51?EE7- 3D T04 740V t N 5 KU W ELECTRICAL PLAN 9 - - ELECTRICAL I m V) z L L 0 < La Ld ad LL- c 3 n Of LLJ ry I MIMI 13 AL 4c.^ST-4t,4v9fTCXXXX LINTEL SCHED. LINTEL NO. LENF THI TYPE 110MMENTS L 1 FV-4" 8F[2-IB/IT ALLIED LINTEL; A-13 L 2 16-IBAT ALLIED LINTEL! A-5 L 3 T-b' 8RE3-IB/fT ALLIED LINTEL: A-5 L 4 8FI6-[B/IT ALLIED LINTEL: A-S L 5 4'--6- 8FI6-OBAT ALLIED LINTEL; A-9 L B 8FI6-IBAT ALLIED LINTEL: A-5 L -1 11-61 8FI6-IB/IT ALLIED LINTEL: A-5 L 8 T-E,- 8FI6-IB/IT ALLIED LINTEL: A-5 L 9 4'-6- 8FIE,-DE34T ALLIED LINTEL; A-3- L 10 4'-6- BFf6-013AT ALLIED DNTELe A-3 L 11 4'-6- 8R6-0S/IT DFIT. BAR, S\/F-, DR4 ALLIED- A-3 L 12 4'-6' 8F,1`14-DWIT ALLIED LINTEL: A-3 Z I b F 5, 5 Lr HUM iN i*. I I - , * go LJ 0 8F12-IBAT 8RF14-0B/IT8FIh-1E3/1T 8FIE-LIBAT LINTEL SEETIONS W*j au ME S RESAR AT TOP mftftL (V REOV i-Llil CLEAR r-4- DO S RE5AR, AT BOTTOFLNTFLCAIATYCM BOTTOM FIEOI OJAWITTCF 5 MBAR AT 518°-Mup"I'LINTEL FBOTTCM OF LWEEL CAVITY a- NkoMNAl- UDTP 8FIE-i-IBAT Nat-FRVPAL UDTt4j _j LCAJANTITY OF S N0,M*4AL WErif-4T REBAR AT TOP TYFE LIESIENATILIN L 8 L7 L6 1")'200 LINTEL "A". u j P, E. uk-on"c"o-4i -"33109 APR 0 4 Z013 F R R EsSEll ae If g gb co CN U w 0 fisaa J w L sheet A5 of NOTES. CAST-CRETE SAFE LOAD TABLES M TERIALS FOR GRAVITY, UPLIFT & LATERAL LOADS I --"- = 2 Ft = a F'r gmit = 3p"I W/ CWTI"8. te. 4E= reteml nits (1-W per TMT.1 riffrimxim riat creu comprLssive 5tt-E"h = 19130 psi Ej, F- b- priovvc:ls l " precast Intel peF ASTM A615 C-4Z. O. Fiefd ratior per ASTM A615 ER40 or GR50, E, Prestressm2,: ioticf per ASTM A41E, UcyTy:t= 2_ law re1. M M A510- 8. N= r_ 2 10 tp-- M or S. r EENEP- AL NEITES I Provioe Ul mortur trod ohd bed pots - filled Inti- 15 05 r-EqUired, 3. irntioltatm of Inta-t nmrt comptj with the =hitecturiol c"Vor stncti_irol ct-owngs- 4. Lintels ire mcmiloctur2cs with 5-112" lofq notcte5 of the Ends to acetovertcul cell renforrM cnd c3routo9. S. All IntaI5 meet or exceed Lf3F-,O vErtrul CIEFlaCU[NI, EXCEpt IntEIS 17-4' crId lorcler mth o rurnrol h--qlt of 8' trieet 13F exceed U180. 6. Bottom fIeld cxJdod retT-v to b Ifoccitect rat the t3ottoM OF ttg_- Intel ccmtj. A 132- diometar mre stitrups ore NE11:1ed to the bottom steel Fcr n-faLhuniccil 8- Lzrt-tf_ pfmc_e rorr-rEtE " be -rcj,/ided n c_rxnpo5dE Intel n lieu of norcrate Mcp5ornj Lruts. 9. ZElo,= anrotfl: IrOf deSqn CnDiTls Par 3I8 SAFE LDALI TABLE NEITES 1, Alf vokes bD-,,--d on mirinm 4" beoreq, ExFaptum Sofa bi:ids Fu- unfilled Intels moist LIL- reckcad try 20% if beurM lenqth is lass thoh 6-1/2', Safe loads for oil recessed lintels tiosiod m 8' ricynnot becir"19- 2. N.F. = 1,bt RotecL 3 Sofa jouds are totok sLpargrposed olloy4ioble kx:id M the sechu, spaEffl-i:1 4. Sofa foods used an g-ode 40 uF g-of:Je 60 Raid rebcr, S. Addibohol loterof lcx3d r rtj LM t_1E obtogrLed t:q tfia ciesicTer bl pt-ovKJrq oddurol rEnf0rrEd ircie3hVj OtXWE! ttD-- PrEZ-05t Intel- E3, ore #1 rE-b5r mcil be substituted For two #5 retxrs n W intels unll, 1, Tine cfe5xrjar fful Evokjota corcentrutod foods FrEpi the 5ofE load tot-Aes tri r-otfultitm the moxhmm rinsiatm mum-ent and sheur of d-uKoj from tare frame of supporL 8. For corrposite Intel hermits mLaseT_I t st ioNn, -e5Eifefoodfromr-xt fcv4er tqit 9. All sofa loccls n Lnfts clrpert TOOL REDLE:_E VALUE BY 15% FOR FDRALIE 40 FIELD REBAR ti n M1 I / A 4 ' rL, ,j F1 - , --' ' I - I ', '_ d -1 - I _- _' -, -, __ 3 MMAMMUMMM RE13LF_E VALUE BY 25% FDR ERADE 40 FIELD (DEBAR NOTES: ALLIED LINTEL TABLES MATERIALS 6 INSTALLATION i. in preLost lintel ERW per ASTM AE15 2, retur 91 POLIrEd LIRM GR40 per 86TM AhiS a Ft Fm pr=st tnbefl, =4000ps- 4 Fc for feirl 5 c. s per ASTM C-90 Msvt MASTM F-2-U We M OS 6. Eg, tj'R'd , 0-' n, PE, RxJdIE-M-vom EngWeeM9 ff-c 1, shore [III co7pD5,1a intEnis 4' Or- 8- off cLuposit2 bEcims Eoll-Wated -4h 14S 9. Vt of F'Xtj d cri romrol 8' terx-tryWmniimn). T]. oil I pe,- IMor fbiot I. fu_ I-- ttl s no, I' StEd iJs2_ r xt loriCipt- lerth For safe lood BELL] FEBAP 5 CR 40 w i F-M. U. E01,C- RETEFILL F IELLI PEBAR 5 BP_ 40 1- 5/8-ALTUI-[ ALLIED U WT____ LATERAL SAFE LOADS FOR C CONCRETE g__ — X28- 32- LATERAL LOAD ALLIED GRAVITY SAFE LOAD TABU FOR8" CONCRETE " U' LINTELS LINTE.LN0. LENGTH 8"x8" UNFILLED 8' X8' FILLED VX12" FILLED 8"XI6" FILLED 8'X20" FILLED 8"X24" FILLED8"X28' FILLED8'X32" FILLEDA-1 E,549 E,2S110125 12000 12= 12000 120M 12MO A 2 3b 383B 385B 8552 11440 12000 12000 I=0 A-3 4S' 2081 19-14 33. 7 4E,16 iniffi 1269 BEkll 9924 5110, 1128 1080 IBIO 248EI 333E ET313 Z-7q 463-1 5= A-5 1b 9' 4' 902 10— SE ii44 1112 2542_ 1534 32-94 1994 243B 4 nQ 2902 55229345 A-Ef A_ -1 JUE' 1 48948384 - 3 It _10 1522 18SI 2211 25% A 2 BI2 1125 153D 2002 2455 2931 3Mq A-9 12'8' 421 488 9M 1224 fEx04 l968_ 273M 7121 A-10 G'4' 393 419 n4 1053 1354 1692 2024 2341 A-H KT31 342 3-8 L190 938 1233 Islo 1,508 2091 A-12 148' 2-18 334 EI8 842 H08 F152 1E,24 18-M A-13 1-1'4' 1 212 1 285 43B bri 80-8 98-8 Ih—BB 13—MA- 14 250 3`fs 7i r: i 113E 1408 117 98 t980 A- G 7110, 225 3.5 4- i 4 U52 13ILN-I 1510 1831 LINTEL N LENGTH 8 X8 UNFILLED FILLED FILLED FILLED FILLED FILLED FILLED FILLED M FILLED A -I 210' a39S 3450 9194 t f t 1 Emoo 4408 A-2 EfT-,- f835 18-i6 5445 IT= 1O000 fO=_ff= 930M 2992 4V Iota uflsF 4224 59M 8203 9440 loom 10=3 1415 A-4 510- 515 E03 2380 F39 43M 5303 BMS 9348 1-n 310 142f I9__W71 552 354 3M.- I 4WD Sai A-E) A --I 94' IUBI 228 135 252 209 934 156 12% 049 IE65 1341 7MIR IE62 2542 2025 2941 234- 1 423 329 A- 8 IM' 309 333 E, 52 91 11-10 t452 1-151 2028 TF 15_ 451 3S1 A-9 12' 8' - 241 282 USML) 991 1232 KEA r. A-10 194 2-93 2-93510103892H09IM3ism320A-11 14'0' 22-1 324 4-8 E62 824 10284% 1385 288 A-12 Ri 218 442 I Eng ER 1 955 HIM 1280 2E-Z A I3TF-!r4* 14S a5f 483 E05 A-14 lf`1'4* t54 253_ 7-44 M8 420 525 1 551 1 -115 1 82- 1 7f3 A -I', 27ib' 114 203 I a n GENERAL NOTES --- GENERAL L LIVE LOADS: ROOF: 20ref FLOOR: 40I-r STAIR,- 40I-F 2. WIND SPEED kz). 3—, goats: 3, ALL WGR< TO BE IN ACCORDANCE dAT" THE F B.C. 2001 CHAPTER IS. 4, otLy uIRITTEN CRAfkE5 APPROVED BY THE SHALL BE PEF"TTED, CONGFRETE : L ALL U-OW TO BE IN STRICT AC,:-ANCE UY-I T-E ACI 310 2- rvx DESIGN CRITERIA; ALL CONGF--TE TYPE I PORTLAND CEMENT (ASTM C SO) 001FIEE564VE ST ,z6 Days BE zS00 IFOR SLABSDUT= MAX"JM WATER -CEMENT RATIO BY UEIrI4T FOLLOUr- PEIMID NON -AIR AIR CIDMFI ESSIVE ENTRAINED ENTRAINEDSTRENGTHer.0 CONCRETE CONCRETE 2500 061 054 3000 058 0,46 SL -SLAB ON GRADE 5. LIMP 07"Ek 5" WATER - POTABLE CHLORIDE - ROME OF ASTM C 33. 4, FIBEFt'E-144 FOR SLAB TO BE AT A RATIO CC-,-M LB51YAFD, FOUNDATIONS : L FOOTW, DEZ-," BASED ON t-M"-M ALLOWABLE SOIL DEAR PRESSURE OF 2000 psf. 2. F FOOTINIn, ELEVATION IN DtSTLIRSEDIP TABLE OR LI?45UITABLE THE EWSIIEER SHALL BE NOTIFIED AND NECESSARY ADXSTMENTS BE MADE PER 416 INSTRUCTIONS, 3- FREPAK4TION OF THE SUBGRADE TO FOLLOW ATJCN-1 AS OUTLINED IN THE GEOTECHNICAL REPORT. SOIL, 4. STEF'S, 94 WALL FOOTWSS SHALL NOT EXCEED A SLOPE CF (A) VERTICAL TO (2) HORIZONTAL. 5, CAUTION SHALL BE USED WHEN CFERATWVf5RATCPY COMPACTION EQUIPMENT NEAR rxf5TINY STRUCTURES TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. I, 450NRY : L DESIt-4k MATERIAL AND L0R<MANSHIF` SHALL BE N ACOORDANCE UATW THE ACI STANDARD BUILDINs CODE FROUIRFt-ENT6 FOR CONCRETE MASONRY &TRUOTURE5 ACf 530/ACI 5301 2. CELLS NDtCATED TO BE FILLED SHALL BE GROUTED WITP 3000 psi CONCRETE (W TO YG' SLLI-IP) 3. PROVIDE 25' LAP FOR STEEL - ALL LOCATfON5 A- ALL CELLS ADJACENT TO GOFI-ER5, END OF SPEAR WALLS AND L94DER CONCENTRATED LOADS SHALL Cf: NTAN VERTICAL pERFORCIIr, AND --WALL BE FILLED WITH CONCRETE 5- COW - FETE BLOCKS SHALL CONFORM TO ASTM C-1I0 (70 DAY STF-ENSTI4 2000 p51) (f'.z BOO "I), LAID N Fa-ff'Nffk, 510NE)- 6. MORTAR SHALL BE TYPE N, 1- ALL RE -BARS SHALL BE GRADE 40 U1,LESS UND, WOOD : 1. ALL WOOD FPAMW- AND FRE-EW.4,EERED WOOD TRUSSES SHALL BE DESIGNED, DETAILED, AND FABRICATE D IN ACIDORDAWE UAT 4•THE S AND RE=jRE?E19S OUTLINED IN THE LATEST EDITION OF THE NATIONAL DESPY4 SFECIFICATION5 FOR WOOD COt-ISTF-t'-TtCN 1 THE WOOD 71;a365E5 BPALL BE SIZED AND DETAILED TO FIT THE DR1ENSIONE AND LOADS NDiOATED, ALL DESIGN SPALL BE N ACCCF-VANGE UM ALLOWA5LL VALUES AND &ECTICN PROPERTIES ASSr--I14Er1 AND APPROVED BY THE 5UILDW, CODE- DE51124 CALCLLATION* rlr4'1'-D A"'D SEALED BY A LbCENSED PROFESSIONAL EWIhEaR ARE To BE SUBMITTED TO THE EW-01EFR FOR A-FROVAL, 3. PET BRir-1,W, PERPENDICULAR TO TPE SPAN OF THE TRUSSES SHALL BE FRICIADED AS pEcof;ED BY T1,4E TRL&5 MANPA,::TURER. ACTLFER SHALL PROVIDE STATEMENT THAT BOTTOM CPDIRj, OF ROOF TRUSSES ARE BfV-lr-ED DURING UPLIFT CONDfTIOK 4. FOR STRICTURAL LUMBER, PROVIDE THE FOLLOU*4-GRADE AND SPECIES ff SOUTHERNI FINE SURFACES DRY USED AT M- MAX ZL C- GRADE N0-2 OR SPRUCE PINE FIR SOUTH GRADE NO. 2 5. PRO VIDE GALVANIZED METAL P ANnFRS AND FRAMW, ANCHORS Or TIESIZE AND TYPE RECOII Fc) By THE ACTLIPER FOR EACH USE INCLUDWY. RECOMMENDED NAILS- (kk' S CONNECTORS OR E= IVALEWI) 6. ALL BOLTS USED FOR UIOOD CONSTFI)CTION SHALL BE A MIN"J" OF V7' DIAMETER AND 6' N LEW,TW (ASTM A-301T) UTH MIN. 1 1/2' VIAS-1 Uk4SH5F- UNO. j_ PROVIDE FRAMIN, MET IBER5 OF SIZES AND, OF SpAcff,S 6I-I OR IF NOT `I-IOWN, COr1PLY WITH LIMITR-k. STUD PELSPTS CART. DO NOT SPLICE STF211CTURAL MES'.BER5 IBETUEEN 3LVF`ORT5 a ANCHOR AND NAkJ-W, AS &HC4tTrt AND To C-OMFPLY UTP THE RECCMIENDED R4jLW, SCI-EDULF FROM THE STANDARD BUILDI, CODES, LATEST EDITION- 9. ROOF S- EATPW- 1116' 065 OR 1/2' CDX SEE DRA14WS FOR RALR-P, PATTERNS. vEF-FCATION OF FIELD GONEATIONS, L OR SHALL VERIFY ALL FIELD cON;:AThn,1G , AND DRIENSIONS RELATIVE TO SAME, UFERE ARE i--TS BE7USEN ACTUAL FELD CONDITIONS AND DATA FRESENTED N THE DFIAWk;rS, SUCHCONPITWONS SHALL BE CALLED TO T4, E ARCHIT ECT'5 ATTENTIONAND NECESSARY ADJUSTMENTS MADE PER HIS RfSTRUCT40N5- 2 FOR ANC90P BOLTS USE HUGNES OR ECUIVALENT (4-36 OR A---," STEEL) 3. PROVIDE 2X4 5LOCKW, ON ALL &fOES OF TIE RVIGE VENTS UTR Sd NAILS AT 4' ON CENTER. SPINGLE-B CVE B FELT CI' FR 11V' O.&B, OR 117. I: Dx WOOD TRISSES STRAPPED AS Sf{OOAI ON TRA6 LAYOUT L DI7 PT aSR " CDR OR COW ALU- 1 FASCIA V2- DRYWALI OVER 2X6 SUBFASOIA DOUBLE 7x- Ew CONT, ALLK TOP PLATE- V',rMr, SOFFIT L17- DRYWALL OVER DO! FL L— OVER R-S am '5 BAR LUN41T PRECAST OT" ( 1)' r 6 FT OR GREATER 3-V21 cicw-_, SLAB ESN IUF M PPECASTccw-- SILL OVER6m VAPOR 5AF4;-'EIR CYEF TREATED M Y F" 5w OVER cm Cm BLOCK W/ I DCUELS COtIPACTFD PILL ON FOUNDATION PLAN I. GRADE 2 - 5 BARS WAftd WALL SECTION WINDOW - CMU 0 IE STQRY LIMITING HEIGHTS EXTERIOR # 2 &TUE)5 EVE MA BIC MAX W PIAX MAX X 4- SPREE, M 24- OC V-4' 21 x 6115ourgEliv FINE 24, O/C 91-V 2'X 4'-- FRr-E, FUR W CVC W-V 71 x 61 R4 M 16, O/C rv-0' 2' X 4' 5PRJCZ, FR I? 0,'C r-al 21 x 61 50UNSR4 POE v 01C W-r r X 4' SOUTWW PRE 24'0r- S'-Pi r X 81 5FRJCr, FIR 24- Or- FT V or 8-01 2Xe ,E. FRwon 21`-0v 2'X 4' 50UTWIN PM 17'0r- 121-V 2- X r SFRJCE, FR 12- OIC 74'-V eamIER4 Fte w OtC IV-4' 2' X 5PRICE FR V.'O; X r x —1=11- 42z C 2 - 7x o eEAm LK-ESS CTNEFMIR SE NOTED ON FLOOR PLAN 5E h'-'T7!T a' ANCHOR BOLT LINTEL BEAM WA - E BAR Cm WALL NPM - BEAM .4A- W----ER IM, PLA', e- ux)OD TFW56 5TFL&FFED, AS 544OW4 ON TRUSS LAYOUT 2- 2X4 TT PLATE ocllll 2x4STV5 T V,' OC --- PLATEA41-HOR EVERY OTHER SF T (7=L oll41) --/ U71 x a, E)(F-Aw- Aom BOLTS/ 40- OC, CNN WALL, KW NOTE: F A BLOCK'-D DIAF}gZAGM =E IS CALLED FOR CH ROOF PLAN 2x4 BLOCKRk' . - ALL FLYWM PVEB- EDGES I NAILS - 4' OC. FOR 13LOCKED DIZONE 8d NAILS AT 4' Ojr- OR — OR EOIUAL IVALV4T PW:-A EOUALIVALEW AT ecrPORTED EDGES L AT SLIFFORTED EDGES OLOCKiNG, AND 17' Or- R51-D AtD 12' O O, FIFIX) FOR ROOF AT O.C. ES " 2— Eu, FOR D rl AREAS OF R,7 071-FER AREAS OF Em ROOF SHEAjTj1±1NG NAILING T p 7TERJN ATER___ DETAIL4'-1- CONC. SLAB HYFeERIESH OVER 6 N& VAPOR BARRER OVER TREATED COMPACTED FELL 2 . 5 BARS WALL SECTION - FRAME@B ONE ST0RY_MONCLITW rk-ES OIER, 61 FELT OVER DEB OR V2. DO WOOD TFAF-eES STRAFI' ED AS SkOUN ON TRUSS LAYOUT 1>0 PT OVER b19 CDR OVER 2X6 3193FASCIA 0 CONT. ALLS-L VENTED 91IT DIBL,211< 21 HEADER FOR 4'-6- m4x OF. DDL "rADE,` MAX OPENtrl UAO, WB1FELTMTCLOLAT. OVER DYER IV, 055 OR L121 CDX -, 2x MAO STUDS w M- 31 INSUL 2X P.T. 57t-t PLATE UW V2- X 0- AB. 32' O/C 1/1&1 055 OR 1/2' CDX R- rs 216UL 12- DRYWALL OVER .R-5 ftLCLAVON 3- Vil CONO 5LA5 u w1FIaEfI!-m5;4 I OVER & "L VAPOR BARRIER OVER TREATED Cot' lPACTED 171- 1- 2 - 5 BARS S WkALL STECTION CMU WA WALL 5 0 CT'ON CMU ONE STORY- MONOU THI C a- w O-Od KALE OALL STUDS I READER 0/ H40d NAILS BOT70M OF tEAL PEADER, 2) mo U, vr COX FLITCH NAIL SPACWI INTER,,SDiATE FF Amn'IC I I WALL I I& FELT OVER1/* O$B- OFZ V2. Cox 2DOD Tfat5T. iE$ STRAPPED AS SHOM ON TfajSS LAYOUT DO P.T, OVER " CDR OVER 7X6 A W/ CIONT, ALUM, VENTED SOFT' IT LINTEL BLOCK WA - 5 BAR MA&ONP F3kHO}4 OVER Cm BLOCK S-1 DoteLs 40UN LOCATIONS CIN FOUNDAT9--N PLAN RCICT FF.4MM I ER5 ( SE CONECT(R CHART SCWD LE FOR 5Tp-4FS) DOUBLE TOP PLATE v*1 058 OR CDX FLYWOOD NAKED W1 rd GALV- - 4- O. C. EDGES AND I- OjC FIELD 2x4 FT- 0,6LL SM ay (3) 1',' DNA. AICIM BOLTS TO BLOCK 4-4- S _EXTERIOR WALL SHEATHING 7— V2- DiA, . 81 ANCROR 501-TS N6' aroN LI PA IONEXTERIORNAILING PATTERN DETAIL 0 7- 4-zVa- WAVBF15, LCCAATTED 44 M11*1 6'01 EACII 1181 A111 N' 00. ttAX FLSSUBPE VF STRAP EVER E Aod 7.4 FIJI 5mcm PLATE FRAMIW-- 24OT ER STUD NAILS - BOTToM Or WALL FLOOR 6140UN - - O/C) TYPIC-4L FRAMING AND CONNIECTIONa FOROFENING& Bj- QG<1t?--jRFQUI PROVIDE 2><4 5LOGK[ WS IN THE FIRST THREE FR-61111'G SPACES AT 46" O-C, REMAINDER TO BE BLOCKED AT '216" 0,C- OF, RATV`,r::n--n F,45TF NIW-i-, FASTEN FLOOR ---44EATWW- TOFRA4UJITHSdCOMMONS, OR ad POT DIPPED GALVAMZED NAILS AT TOE FOLLOWING &FAGIW- 1) r," ON CENTER AT ALL PANEL Er-),-- E FRAMIW 7312" OIN CENTER AT ALL NTEFI-EDfATE FRAMI I BLOCK[Nri 6 48" O/C; MAX. N FIRST THREE FRAM[Wff SPACES 4 '-1&' 0,C,- THEREFORE FLOOR SWAGING AT ENDWALL5 P.T.X6 W UP DLAK, 'j, F biTf, - 4W MAX V 5>18>d6 Call frrri If MR EI, ( Typ, r-p7-" r-F-fi-I IF- 1- 1 P-T. 2)(111 w V? DtAft 1j, MTS - 4W K4X V 6* M EMBED, (TYp) - DETAIL: TYPICAL JAMB FA5TENIWC e OvERHEAD GARAGE DOOR fl,APR 0 4 REOUIREI"IENTS Ai" Y d4-EN JV DOOR. ACTIFPERS FASTMMG, D 15 NOT SPFCfFfED- u NAIL W/,fio, 3 DIA OR HEAVIER POUER NAILSB" O/C AI10 3' MAX FROM ENDS TYP. W F MRL ENTO BLOCK 2-) ALSO ADD 3A6' DLA, SELF TAPPWS co Aw- I-4ORS T-;RU W VOV poc FF,a E Er --LIT 6&1 W-HES FROM ENDS MAX AND FORTY (40J 24CLIES M .4>1- ON CENTER W/ r MK EMSEDf-HE14T NTO BLOCK. ATTACH U04DOW TO 13UCP W1 W SCREWS MAX a' O/C AND t1AX 5' O/c AND MAX a, 0/1- FROM ENDS, PT 2X BUCKS F ALTERNATE) L) 14161ALL 3116' DIAJ' MTLR SELF TAPPW CONC- ANC44ORS F-r.WT (8) 04C3;FS I" LAX FROM END5AND 24ON CEI-MEF MAX Wf I' KqL EMBED- 04TO MOM FASTEN UmDow/D'OOR TO PT BUCKS 017 4 -10 CREUr - 5 a' O/C MAX ANID MAX S' FROM ENE* dw r mL EMBED 44TO BUSPI TYPICAL ELOGK2--ENINGDETAIL ITFOR PT WCK FAS35 FISP FAW-- m dais: 01-Z24" sheeL- S1 Of n I 11 2.4 LEDGM TO MATC34 ElOTTC" — ATTACH TO UEB6 UT" CLUSTERS BRACE OF __ O_ f0d NAILS 4' OZ. TYPICAL. GABLE T.. UEB C148LE -WEATW*r 7.4 8FRIJ--E OR BETTER LATERAL BRACES ® 4'-0' Or- ATTACH (2) V,,i TOENAILS Wa NALS - 4' OC 2.6 P.T. SILL DOIJnLF LNTEL e GABLE ENV VY (11 -, N EACH coURIE 15 VIBU. BAR SEE PLM FOR LO'_ATICN) lYfll(:;AL GABLE ATTACHMENT TO CONCRETE END WALL LI2M THIS HSTALLATM M N ADDfTVN TO BRACING REW"FE11ENT5 Or TF115S MA"X-ACTURER S TO El M21EhZ"j N C40W 2X4 "L TO EACH TFaJI55 mo-eER T CH 1 L ROOF RJS6_ llvl. SOL ID ROOF TRUSS Oss OR [12" CDX FRIJN INT CLR )R CHIMNEY @PiTERiaR CHIMNEY DETAILS 2x4 LEDGER TO MATCH BOTTOM C IORO ELof"' OF SCISSOR TFaZS 2x4 BLOCKD'r, - 445,'01-- ATTACH TO UEBS OTA CLUSTER5 ILI BRACE OF (2) cl NAILS ArTAcZ;Er> av In& NAILS 4' 01- TYPICAL E TRUSS UJP5 GABLE IR155 51.IF A35 . 3'-o" OC'-- 7X4 SPI;aCE OR BETTER LATEFMJ.- SPACES - 4'-0' STRIm- TIFEO,C_ ATTACH (2) I66 TOEXAILS (4a• cr-J told NAILS 4- O.C. 4' 11,C. 2x4 DRY&ALL KARLER-' I I TOP PLATE TYPIGAL GABLE ATTACWENT TO WOOD FRAMtW-:; END WALL b*TE, THIS MTALLATtfN 15 N ADDITION TO DPACW REOUPREM-MTS OF TFWBS MAWFACTURER L41LFT 0 OF MT -I* mm kll.)d ULel w I OF 31y9l Pf;rlm T9d1255 57pl4P5 To FElul TAPC426 TO CMW MARFACTUFER () EA04 STRAP) (EACH STPAP) 4 F AN W STRAP IS, M15PLACFD OR FORSOT-TIFF4 AFTER THE FOUIRRr, OF TI-E LNTEL 5E,6M PRE ttEERE7z:> AT TOP OF U'U aALL TA WOOD TES 521- SON MTSI& CAN BE SUIE5TITUTEP FOR EACH MSED 'A' STRAP OYF WIU DE 2Pi Ca. aALY. PLEASE 6EMTSI& STRAP FLASlfflg FOR TFSI FOLLOaft. THEATTA,!i-EO TAeLE AND TO T Ao:oRDW, TO THE LIPLIFT 5HOIN FROM ALL TR_ETFaiS6I'ACTLNRER, MTAI-L ALL TA UT 4 I-U7" t-UtL EMBE'D,_ LNTEI_ BEAM W1 ( U -5 CONT. J\ '/ y \ \ I Cm 50-If- 50K IlTsigl ATTACH TAPCON5 EVERY OTHER HOLE NOTE,, TA - CONS SHOULD BE K.TALLED N STRICT ACCORDANCE UT;4 TI-4E RrCo"IENDATTOtrS E ISSED" A' STRAP DETAIL Ro,P SHEATOVER TFU-'`. SEE NAtLwl ZONES) BACIQUIL 0 (2) Id NAILS L' BRACE TO EXTERP AT LEAST E 50% Or DEBLel,&TP 'SEE TABLE) 2.4 PANEL BLOCK* r, - 4a' 0- FOR THE (4) RFZ U6 OF T.5 FROMEAENDTYPICAL ATTACHED wl M Vld TOENAALE 6YPSL" WALL BOARD 2x6 P. T. LEO_E THE KeSED FILLED CELLS CAN BE REPAIRED By EPDXYN. (1) S RJEBAR: ( SEE EPDXY FIZOPEFMES AND SPECIFICATIONS LbVAD LPL OR EaHVALENT ') NTO 5OND BEAM AND INTO THE FOCTINkE FOR ALL FILLED CELLS SWOU" ON PLANE BUT NOT FILLED IN THE FIELD FJ;ZO DE 6' M,$L D. AND 3/4'1 HOLE 6,M0 BOTH THE BOND BEAM AND THE FOOTK' . TOP OF EEAM PROVIDE 251-L- SPLICES (Tlf'F) FILLED CELL-W 1) -, VERTICAL W 6 ClOt'j- a- CI- U WALL TOP OF FOCTER NOTE..- EPDXY CROUT S"OLLD BE N5TALLER N STRICT ACCORDA?4CE UT;4 THE RE AT EC _ MISSED FILLED CELL DETAIL 24" OC- 2.4 BLOCKWS EA SIDE (rYP.) GABLE 5A OSe SOEATHW, 2xVClOKT941OLr5 O/ c @ EA. SIDE ( TYT- d PROVIDE 2V4 BLOGKD4r U.T. - E. SIDE ( TYP) 24' OC_ V- 1t CZ-U WALL t - CHIMNEY DETAIL CONNECTION m,5. FLOOR I'LAm E = 055 101 2-2)<4— TOP PLATE 2- 2x4 TOP PLATE 7X4 STUDS 111 O/C 1114 Dt Y_ BRACE 2X4 P. T. BOT. FLA7E'- J- 50LTS AS &H STRAP EA— TLID av- a- puqRRYCAriIE CLIP TO TOP 4 EOT, PLATE Cm WALL -- 1/ 1&1 Ose OR V21 CD), 2X4 STLV,'S lll l III I& I O/C WALL SECTION 4_N FRONT ELEVATION LS WALL 4I SIDE ELEVATION U BRACM RECI 6- E. v 5FAOA4 -L- SPACE ILI BP-14CE ILI 5p_4cE 5F_4CEF_N 4.-5- - W-5. r" -O- S'-A,µKQTF, °L' BRACE MUST EXTe4i> AT LEAST S OF UIEB LEW_wT PITCH 11 E ELEVATEON LE SCHMULE FORVZELOCATION) OR V21 CDX 7.4 01, 61- MACE 46' OC, W1 (4) k0d KAJLI, . EA. END FIRST rLIC BAYS GABLE TF&r6 sod NAILS - 4' O.C. E L— I GABLE END UP ( 1) s 14 EACH CCU— L LT-L, L12. X a- WEDGE7 AN 32l O/C c_cwmcljs BEARD", 1) ART. BAR GAME BRA=AL SEE ART.FOUAT104 PLAN - END CM ACTOFOR, EXILOCATION) 04D WEED 700 MPH, MEANWALLWFnWTLIF TO 30'-0 24' AT 44E' 24' Ol__ I PROVIDE 0) S AT 4W O.G. VFf;ZT' AND (2) `5 BELOW FA POST LOCATION FILL ALL CELLS UTW 2500 P&f COW- ALTERNATE HOOKS N FND BRACE EXTERIOR SCDE OF WALL ClJF* r, el" COMPACTION OF Tkis AREA - 5 ® 48' OC. SEE lt eT SIZE u 5 COW, PROVIDE OPEN I-EAD JT, AT 46' O_C_ FOR WEEPS 4) -1 — L CONT. AS 3® CLP_ Cov- ALL FnSAR CTYF-) R 1 E_ZTNINO WAL AT PA ORLy FOR PATIO SLA13. LEAVE 5fQACF5 IN PLACE FOR I DAYS AFTER PATIO SLAB, IS PCIiAf2ED 2) 5rMFSC DN T522 (24301_ b- max UPLIFT) or fRi>ER (2) Pjl_PE,5 RT221r2 (293, max ULFT) or 2) SEMCO ADS-2 (a4-12Lb. max UF>LFT), 2.4 POST SEE DE DOUBLE I PLAN FOR QUANTiTy PLATE c" C, f 4 R tD- DETAIL for ( 2) SG afoe ( 1,41 111 G"RDER C d) A 4 w z FLU A 3 WI ;- Z P§ sl 5 w t. 6. E a7kwu! iZ2T Fg' sheetS2 3f: Ll 0 il 0 3 V21 C611v- SLAB W/ReEWES 4S 0 ' j r MiL. VAPOR aAF-IR ER OVER TREATED WOOD POST COMPACTED FILL PER PLAN f5EE FLOOR PLAN) 2 F5eAF_s THICKENED SLAB AT K:) REARING PORCH POST NBERI_AISLE5OVER44N- S' FELT OVER WOOD TRl_55ES STRAPPED AS 5HOUJN ON TRUSS LAYOUT LIK2 P.T. OVER b<a CDR OVER 2X6 3/a' RX44, SHUN P aeFAsl_1A Wl CONT. ALLtt SITED SOFFIT SEE FLF PLAN DEL' 2X8 HEADER Foil' STRAPPWI FOR 4'-6' MAX OFEI4' DBL' 2xi0 WEADFIR FOR 5'-3' 3 1,7' COW- SLAB MAX. OFENDIrs U,4101 WFf5ERt'E5W ON WOOO POST CLEA^l CO'IPACTED PER FLOOR PLAN FILL UJI MONOLIT;AG WRAPPED W/STLr-CO FTG. W1 2 - 5 BARS FLOOR FLAX FOR POST SIZE 0 COVERED PORCHL—CT 10N D CH - ------ - - - ----- — LAYOUT O \\-- 2- oD STRAP TESFN*P "_ TyFqCl STUCCO R/5 OEVAR Fit I&W—Li I (GtFE EAGI4 &IVE7 Ulk OD POST PER FLOOR Fl,AN CONC. SLAB FOR P115T SlZF 4 tF ELEVATION 9 REAR PORCH POST MONOLITHIC DETAILS- SIMILAR, IX4 MOC",lr. 24-0r, LAlE ORT W jYF TO ROOF TWS5ES) 2 17,.{ "LS (TYPj 11'2' Ajirl._LL I 2X TOP MATEvr.-, F "' 01C If2'DRYUJALL' NSULATICN LATPfgRrqTAL TA-,PPF+R4M_ *ALL 2xs f6. O1r_ 2x eoTT. PLATE W/ f/2'X5' A.B, 32' O/C AND "a, 32, O/C NTERIOR r FORCA4 NBBRACING AT NON —LOAD BRG_ u--- EXTERIOR WALL DETAIL 4, rV Er j, U) w 0 ry 0 CL C) 0 2 THESE PLANS ARE WVIrWWAND CON PERWT. TO IRE SMALL ge T, AND NOT AS AUTHoRITy To A U a -a pnoCEEV WITH TEROR -3ETT A t ANY Oil T HIC THECs§ O, m A PERNNT PREVENT THE OUILDfNQ TfEIRINA c , colormuctlim J0'-- FFICE COPY 0 REVISIONS PERMIT 1l Q,J O------ DAT[ ADDRESS CONTRACTOR CENTEX HOMES / PATRICK J. KNIGHT JUN 0 2 2003 PH 11 407-661-2176 E"AX ff 407-661-4089 DESCPRITION OF REVISION: ADD PLUMBING RISER DIAGRAM TO PLANS. UTILITIES FIREBLDG m 2" V.T.R. 2" V,T.R. II/2" II/2" LAV LAV 2" V.T.R. 211 WC 3" 3't T2" UB z, 211 SN COMB, IU+V 2" LAV I I/2" 311 K.S. rr 3 3 31' W,C. W.M. 3 t 2 11z TUB 3" o . Ig28 PLUMBING RISER =IAG. N.T.S. L- l 40*To COUNTYY]F SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75472 DATE: SAM____ BUILDING PERMIT NUMBER: O3_\_),(CITI) COyNTY HUMBERo UNIT ADDRESS):,, I6,T.pljSIQL-E%Q 8-I AII,--_'-_-'--_---_--__---_--------__-_-------- TRA[FIC ZONE: ___ JURISDICTION: O6 CITY'<}FDD---------_ SEC: 22.__ TWP: 2L__ RNG: _31_ PARCEL: _5Ml ___________ SUBDIVISION: PLAT BOOK: 2 PLAT BOOK PA8Eo l 5, BLOCK: LOT: OWNER NAME: '--[ENTE&WES......................................................... ADDRESS: APPLICANT NAME: NAMEuADDRESS,.; I AI-41) CA7EGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS | ROADS ARTERIALS CO -WIDE O 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 $ 1,304.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BYx SIGNATURE:/ PLEASE PRINT NAME) DATE: HOTE TO RECEIVING SIGNAT8RY/APPLICANT n FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1- COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT.' PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD TO: CITY OF SANFORD ` BUILDING DEPARTMENT 3O0 AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR VIONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A***/ FAMILY BUILDING PERMIT******************** Permit No.: 0 „_ I 0 Job CITY OF SANFORD PERNUT APPLICATION Date: C A Permit Type: XX -Building .,_ Electrical Mechanical Plumbing Fire Alarm/Sprinkler D escription of Work: CONSTRUCT CONCRETE BLOCK SINGLE FAMILY DWELLING Additional Information for Electrical & Plumbing Permits Electrical: Addition/Alteration —Change of Service —Temporary Pole New ANT Service (# of AMPS Plumbing/Ress idential: 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: XXResi dential — Commercial — Industrial Total Sq Ftg:19q9F1 Value of Work: S Type of Construction: CONC.BLK./06 Flood Zone: Number of Stories: Number of Dwelling Units: Parcel No.: 22--1-9-30-502-0000- (Attach Proof of Ownership & Legal Description) ription) Owner/Address/Phone: CENTEX HOMES, 385 DOUGLAS AVE.. STE. #2000, ALTAMONTE SPRINGS, FL 32714 407-661-2176 Contractor/Address/Phone:. SAME AS ABOVE (PATRICK J. KNIGHT, PRESIDENT) State License Number: CG C049689 ContactPerson: MIKE ENWRIGHT Phone & Fax Number: 407-661-2184 407-661;4089 Title Holder (If other than Owner): N/A Address: Bonding Company: NZA 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 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 YOUR1-,,.',,.,`;.-.1. 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 f6deral agencies. Acceptance of permit is verification that I will notify the owner of the property of the e Eiments of Florida Lien Law, FS 713, It' APR 0 9 2003 APR,O 9 2003 Sig of Co ctorlSignatureofOwnergentDatenaturContractor/Agent Date PAT KNIGHT rint Owner/Agent's Nam of APR 0 9 2003 py A. CROWN Lei) Oq "850N Owner/Agent is XX Personally Known to Me or Produced ID APPLICATION APPROVED BY: PAT, KNIGHT Print qontraStor/Agent's N e ' APR ®9 2003 Signature of Rotary-StatdVloridd Date' KIMBEigi Y A E3 Rn)) Nly SSIGIN Nn op85,90 MQIICh 29, 200490nTnru ,dory - Contractor/ 9 is Person' 11 wn to Me or Produced ID t— — Date: Special Conditions: Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL lrs. i Sen ino&- CininIN Aqv 1 101 K. Firs! St. tianlovd hl. 327? 1 4l1 T-4A5-7 50r, 2003 WORKING VALUE SUMMARY GENERAL S3-SANFORD Value Method: Market Parcel Id: 0000-090590 Tax District: WATERFRONT 000 Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: Depreciated EXFT Value: $0 HOMES Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/Market Value: $13,680 Property Address: Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE 0ExemptValue: Dor: 00-VACANT RESIDENTIAL 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 59 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 1 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. Ifyou recent!y purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http:// www. scpafl. org/p is/web/re_web. seniino le_county_title?PARCEL=22193 05 02000005 901... 4/7/03 r Cityof Sanford Building Divisiong 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. C. 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 cam and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. h. Square footage table showing footages: 1. Garages/Carports 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 b_y 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 J ( Date O«ner/Agent Signatur CENTEX HOMES Orlando Division 385 Douglas Avenue, Suite 2000 I Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661-4089- www.centex-orlando.com TO WHOM IT MAY CONCERN: Effective immediately, and until further notice, this letter will serve as authorization for JacXke 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. 9NIGHT CGC049689 STATE OF FLORIDA LOT COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me this APR 0- 7nn3 by Patrick J. Knight, Division President of Centex omes . Orlando). He is personally known to. me and did not take an oath. 4 OTARY PUBLI nt a rd f Oii nISSiCuV # DD 05'8590F''P rch 29, 2004Bcrd',i 7hr-' i': 'taro public _ __ tlntl2nvriters 144011 i 9=_41 [T' T - Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661-4089 www.centexhomes.com ROGER DIXON, INTERIM CITY MANAGER CITY OF SANFORD via HAND DELIVERY300NORTHPARKAVENUE SANFORD, FL 32771 Re: ESTOPPEL LETTER This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and the basis for the issuance of Permit No. for the following work: LOT _J n , PRESERVVT LAKE MARY SINGLE FAMILY RESIDENTIAL (SFR) CENTEX 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 yof Ho,fA o s o CENTEXHOMES ROGER DIXON, INTERIM CITY MANAGER Page 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. Sign re Printed I Typed Name Sig e Printed I Typed Name STATE OF FLORIDA COUNTY OF SEMINOLE Owner) PATRICK J. KNIGHT Printed / Typed Name Title DIVISION PRESIDENT The foregoing instrument was acknowledged before me this APR ® 9 2003 l.y of by PATRICK J. KNIGHT as DIVISION PRESIDENT for CENTEX HOMES El who is personally known to me or 0 who produced their Florida Driver's License as identification. i KIMBERL`tA.BRONI PAY COMMISSION # DID 098590 j; `' EXPIRES: March 29, 200d 1 Eoedad Thru Notary Public Underwriters l_ Notary Public Print Name: My Commission Expires: 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 WNW MORSE9 CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04779 PG 0247 CLERK'S # 2003061301 RECORDED 04/14/2M 09105105 AN, RECORDING FEB 6.09 RECORDED BY M Walden THE UNl3ERSIGNED 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 ,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., Florida Statutes: CONTROLLER Phone: (401) 661-2150 Fax: (407) 661-4089 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 specified) Debra A. Riggs OFFICE MANAGER FOR CENTEX HOMES, 385 DOUGLAS AVENUE SURE 2000, ALTAMONTB SPRINOS, FLORIDA 32714 THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME THIS APR 0 9 2003 BY DEBRA A . RIGGS., orrice MANAGER CENTEX REAL ESTATE CORPORATION, A NEVADA CORPORATION WA 2728 HOLDING CORPORATION, A NEVADA CORPORATION. DEBRA A, RIGGS IS PERSONALLY KNOWN TO ME AND DID NOT TAKE AN OATH.' APB 14 n PUBLIC JACKIE CAINES Notary Public State of Florida My Commission Expires Jan 21, 2004 Commission # CC891727 CERTIFIED COPY MARYANNI WOE CLERK Or CIRCUIT COUNT' TMINOLE COUNTY. FLOR10A Z 0 0 m SPLASH KITCHEN A SCALE- '4"J-0' - 9PLA9H B ' KITCHEN / C SCALE- I/4' =I'-0' im yfI BATH E 5CALE- 114"=I' G" INTERIOR ELEVATIONS eI/4•'t'-O' e 0 0 KITCHEN B SCALE- 1/4"=I'-0" BATH E) SCALE- 1/4"=P-0" TF BATH I 2'$" p'rLAr Ol T. SHOW/ OPTIONAL A/C LOCATION j II' JJ (2) 25SH (+ZI/ -28) EGRESS i 0 M. BEDROOM B' FLAT Q 9 L rn I. BEDROOM 2 N w ffLnry WNN I iii j SriI I I I 6 Jl = N GO\G. PATIO U0X5'8 s.G.n. 21/ -23) IIT-6 3/4' N GREAT ROOM 1 R.S _ I W FLAT C fi'F i i L N eR I ITT N v KITCHEN N c a' FLAT IRK I o B TH I f 6 2 r n 2O RANGE 01 m V In W Ln I 2'bxb'O , G K ul v,— N N 0 W N N LnN I B @ ( I NN Q1 OTHE4L!SE ' - PT I NOTE. SEE F0UN9ATI0I4 PLAN FOR FILLED CELL LOCATION. - I f ALL5 TO BE 9 1/2' RW!5E NOTED. FMNLE55AREA GALGULA 15T FLR LIVING: -12.0 5F GARAGE: 426 5F ENGINEERING COVERED ENTRY 27 5F apn .N dam n a TOTAL: 2531 5F e `v DINING BEDROOM 3 I S B' F T B' AT YENi. llrLF .. 9 N DRYER m I DRYI SEN T LT CL T o I Ipl I NOTE _ AIR HANDLER -0 HAVE MIN. OF 4" CLEARANCE IN N"H' ALL SIDES AND EF CLOSURE SPACE SHALL BE PiIN. 12" 5•_9_2 V4 WIDER THAN A^-F_`.ANCE G I" . v 206E I N GARAGE a FOYER B'_FLAT 2sxsa FLOOR PLAN ENTRY allorms +B° orc n" X T-0" O.H. GAF.. nR. {+19/ -73) 19/ -23) . 16•_0: 4" PARTIAL FLOOR.FLAN T8' 8 va•=ro• 2r0'-0 3/4" 3'3'( B (+21/ -23) ENTRY 8! GtiIC 007T. CFIO mB ng' 02 916'-n" X T-0" .H. GAR U-P rTZ.4N.E PARTIAL GOL'JW UE u--J @ 1'_4' 2'-0" 1, 5'_4" 2'-O.'; , 40'-01/16" FLOOR PLANS VINO FLAT 12'-0. 3/4" 2) 255H 21/ -28) 12'-0 3/4' 2) 255H 21/ _28)-- 13'-4 1/16" Q desgnetl by nl O drawn by d design checketl by aww date' 01 22 01 " sheet: A2 of: NOTE: SEE TRUSS MFG.'S ENGINEERING AND LAYOUTS FOR TRUSS —TO —TRUSS CONNECTORS ROOF TRUSS ANGNORAGE: NOTE: D USE (1) TYPE 'C" (OR INTERCHANGABLE TIE)FOR TRUSS TO FRAYIE WALL OR BEAM CONNECTION UNLESS NOTED OTHERWISE (UN.O.) 2) USE (1) TYPE 'A" (OR INTERCHAN' ABLE TIE) FOR TRUSS TO BLOCK WALL C424WCTION (UN.OJ 3) USE EHUH26-N lOR INTERCHANGEABLE TIE FOR ALL JOIST HANGER CONNECTIONS (UNO) 4) USE (3) 16d OR (3)131. 3 V4' PASELODE GIIDI NAIL TO FASTEN JACK TO HIP GIRDER (T(B) 5) GABLE TRUSSES REWIRE (U TYPE •A" OR (1) TYPE 'C" STRAP AT 48. O/C FROM CENTER OF TRUSS. SEE POST STRAPPING ON Isl AND 2nd FLR PLANS PNEUMATIC EQUIVALENT MAY BE SUBSTITUTED FOR HAND NAIL DESIGNATIONS" NAIL VALUES: BASED CPU 'NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION FROM TABLE 8,81 - "NAILS AND SPIKES - LATERAL LOAD DESIGN VALUES' NAIL SHEAR VALUE (IbsJ ad 103• 10d 125' 16d 149- 40-0-0 0 O ROOF TRUSS LAYOUT 'B' $, 'C'. 0-4 LOADING: FIBERGLASS SHINGLES 8-0-0 PLATE HT SCALE: NTS MEAN HEIGHT: 15'-0" WIND SPEED: 100 M.P.H. TC LIVE:20 psf SPACING: 24" O.C. Tc DEAD: 7 psf BC LIVE: 0 psf DESIGN BY: CM BC DEAD: 10 psf DRAWN BY: KSB TOTAL: 37 psf DUR FAC: 1.25 0 O Lo FRONT ELEVATION 'G' STUCCO DETAIL 5CORED BANDS LSTA-30 "D" STRAP 058 3) TAPCONS (TYP.) HALF COLUMN DETAIL HALF COLUMN DETAIL I R/AN€ 1 ENGINEERING m a SCALE: NTS. 8'-0" TRUSS BRG. TEXTUED FINISH ON t BLOCK EXT. CgNCEXT. WALLS ( TYP) m p 6" STUCCO BAND (TYPJ CORAL FINISH DECORATIVE SHUTTERSSCALE: 1/4" • 1'-0' RIGHT SIDE ELEVATION SCALE: 1/8" I'-0• 0 0 OFF RIDGE VENT 0 CEMENT I A TEXTURED 3 FINISH (TYPJ LEFT SIDE ELEVATION SCALE: 1/6' • 1'-0' ROOF PITCH 12 OFF RIDGE VENT COMPOSITE SHINGLES 5 k- DF- 11CEMENT F-11El TEXTURED ib FINISH( TYP-) REAR ELEVATION SCALE: 1/4• " 1'-0' SHINGLES UF- Z : D 00 w ( A J V) w W LL. w0 y LL w J p S }! — 8" Oy{ + 2 GABLES (TYP-) Q ! g CD 00 J oE w 0 sit revisws: designed by nl drawn by. (I— design checked br eww dakj: 01-?2-07 sheet: A3- C of: CERTIFICATION of Ncomdd RETROFIT WORks AT 167 BRiST01 FOREST TRAIL THE PRESERVEAT LAKE MONROE LAW ESERVE gh"h; L41 econ 39, Township 19 South, Range 30 East, Sanford, Seminole County, Florida WONVENNIMKI PT04ww CENTEX HOMES andFAcquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs'!Fl 32714 F DEI& WWWOL ENGINEERS 0 SEEREERAM. PH.D.. P. E. K DEVO SEEREERAM, PHA, P.E. a 7 CONSULTING GEOTECHNICAL ENGINEER . moTm • . FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive - Orlando, Florida 32808 phone: 407-290-2371 * fax: 407-298-9011 Date.- July 17, 2006 Devos Project No. 04 -19 3.0 3 B To: CENTER HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, FI 32714 phone: 1-2 -2150 fax: 407-389-0653 attention: DEREk HENRY LANd DEVELOPMENT MANAGER 12e: Cer&ralroo of Recommended Retrofit Works at # 167 Bristol 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 # 167 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 SEEREEmm, PHA, P.E. CoNsuunwG GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 1 The retrofit works were performed during the period January ,m* April, 2006 and comprised of three(3) principal construction activities as follows: V, Construction of a Mass Concrete Seismic Barrier within 5 ft of the rear lot boundary - Monitored by Devo Engineering. 0, Installation, flushing and grouting of 4 inch diameter Schedule 80 Steel Pin Piles approximately 12 ft deep - Monitored by Yovaish Engineering Sciences, Inc. [YES]. 10, 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 4-41j, Robin Persad B.Sc. Geotechnical Engineer/Project manager List of Attachments Devo Seereeram, Ph.D.. P.E. Florida Registration No. -4,8303 Date: July 17, 2006 Appendix "A" Copy of Devo Engineering Geotechnical Report Issued on January 23, 2006 Appendix "B" Copy of Yovaish Engineering Sciences Report Issued on June 16, 2006 DEvo SEEREmAM, PH.D., P.E. COHSuuNIG GEOTEGI KCAL ENGINEER The Preserve at Lake Monroe - Page 2 BACKGROUND INFORMATION The residential structure at # 167 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. 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 twenty five (25) feet and twenty five (25) 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 800ft3 (29.6 yd3). The concrete slump was 4 to 5 inches immediately prior to pouring with a design 28 day strength of 3000 psi. DEvo SEumitAM, PHA, P.E. CoNsuum 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. A Photo 1. Segment of seismic wall barrier DEvo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 4 Photo 2. Excavation for seismic wall barrier DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOmmr-AL ENGINEER The Preserve at Lake Monroe - Page 5 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 several 60-ton hydraulic jacks to relieve the settlement induced stress on the tie beams and other structural elements. 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. Ten (10) pin piles were installed under the structure at # 167 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. Dwo SEER a", PH.D., P.E. CoNsuaw, GEoTfcHw_AL ENGINEER The Preserve at Lake Monroe - Page 6 fY I Y r L• y + Photo 3. Shows typical configuration of hydraulic jacks on pin piles DEvo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 7 p"o A APPENDIX "A" COPY OF DEVO ENGINEERING REPORT ISSUED ON JANUARY 23, 2006 SETTLEMENT DISTRESS ASSESSMENT ANd PROpOSEd RETROfIifOR 67 BRISTO[ FOREST TRAIL THE PRESERVE AT LANE MONROE E S ERV-E 101' - r f Section 39, Tawnship 19 South, Range 30 East, Sanford, Seminole County, Florida ze ia cd a CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, FI_32714 10 ITING GEOTEDWAl ENGINEERS I / fFVA SFFRPPRAM- PH-D__ R.E_ t-..Mom DE EEREERAM PH.D., P.E. OftTa CONSULTING GEOTECHNICAL ENGINEER r Nli]WJJIt fu .vt,]qWtl W.fM.-Mlp hrwh p y tpw FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive * Orlando, Florida 32808 * phone: 407-290-2371 * fax: 407-298-9011 Date. -January 23, 2006 DevosRrojeet No. 04-193.03B 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 MANACiER SetNement Distress 4sessmentand Proposed Retrofit for # 167 Bristol forest Trai/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 # 167 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, PHA, 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, 7 k4-." Devo Seereeram, Ph.D., P.E. Robin Persad B.Sc. Florida Registration No. 48303 Geotechnical Engineer/Project manager Date: January 23, 2006 DEVo SEEREERAM, PHA, P.E. CoHsuuiw GEOTECHNICAL EwANEER The Preserve at Lake Monroe - Page 2 U 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 S.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 DWO SEEREERAM, PH.D., P.E. CoNSuum GEOTECHNiCAL ENGINEER The Preserve at Lake Monroe - Page 3 W TABLE OF CONTENTS (CONTINUED) Page No list of Exhibits Exhibit 1. Shows Relative Locations of Impacted House and Railroad Tracks .................. 7 Exhibit 2. Transmission of vibrations from a freight train ................................ 12 Exhibit 3. Effect of a seismic barrier on wave energy .................................... 14 List of Tub/es Table 1. Key NRCS Data for Basinger, Samsula 6 Hontoon soils, depressional (# 10) ........... 10 DEvo SEEREERAM, PH.D., P.E. CoNsutPNG GEoTECHHICAL ENGR*ER The Preserve at Lake Monroe - Page 4 U TABLE OF CONTENTS (CONTINUED) List of Attached Qures 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 @ # 167 Bristol Forest Trail DEvo SEEREmAM, PH.D., P.E. CONSULTING GEOTECHWAL ENGINEER The Preserve at Lake Monroe - Page 5 1.0 BACKGROUND INFORMATION The residential structure at # 167 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 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 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 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 W 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 GEOTECHW-AL ENGINEER The Preserve at Lake Monroe - Page 9 U Key NRCS characterization data for this soil map unit is presented in Table I . 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 12 to 40 ft/day 6 - 18 in light gray fine sand 18 - 35 in 35 - 80 in dark grayish brown and light brownish gray fine sand light gray fine sand Samsula Hydrologic Soil Group B/D 0 - 30 in muck dark gray fine sand gray fine sand 12 to 40 ft/day30 - 45 in 45 - 80 in Hontoon Hydrologic Soil Group B/D 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. CoNsuLnNG GEOTECHMCAL ENGINEER The Preserve at Lake Monroe - Page 10 W 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. 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. 0 1 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 SEERmm, 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 GEOTECHMCAL ENGINEER The Preserve at Lake Monroe - Page 12 L7 0 0 0 oOo 0 0 0 0 0 0 0 House - Train 200 ft Sand Layer 1 I Clay 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. DEYo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 13 ayer Seismic Barrier Exhibit 3. Effect of a seismic barrier on wave energy. SA RECOMMENDED METHOD OF MITIGATING STRUCTURAL DISTRESS 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. CoNsuLnNG GwTECHNI04L ENGINEER The Preserve at Lake Monroe - Page 14 W 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. 4 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 SEE EERw, PH.D., P.E. CoNsuLnNG GEOTEcHNICAL ENGINEER The Preserve at Lake Monroe - Page 15 0 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 GEoTEcwom 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 SEUSERAM, PH.D., P.E. CONSUONG GEOTECHWAL ENGINEER The Preserve at Lake Monroe - Page 17 FIGURES NORTH GRAPHIC SCALE 1 INCH = 2,000 FEET I I / — sm j0,•• / - .Y 11,C)oo 1. sao i.000 zw" a.000 19 wer 1ALAKE M O N R O E krk ro Ct i L,ght P Boundary1 Light a A : r Y 'r A- r. WF ar. Lake , • nclv Monroe 'S "' , -;ate<< 9215_ n o< andNN 1 NARC SUS AVE` -f6 -••• • /A • ``,•ly;.. - — i i • . St JOB8 Ih8 , °• I I I °• :: \ l ii 11 `" •- •'hi • • m IS • 4 y, I ?,' u I I ABM I u l Ii : • n. nAlfI, n • . n oil. Ro77 e • I ` i > ,ram I • II • / 1 /. r- 39 r w 7~ . D II/( Fgufe" am` SITE VICINITY MAP iISource: Sanford,FL / Phtorevised 1988, Section 39 Townstp 19 S,Range 30 E co suTrt+ c P q- N—u so e+ as L) —_ lTHE PRESERVE AT I •, - \ xq] 4'.w,b•Mw py,.•,Ebitl•1Tl0! IEdW •mroma PmopfOt•oY^B mn E..,w„.,.,, w:,. •„P, ...... LAKE MONROE IIJ • pSB cnaw, da o.w ", '! s-a "i",. r nPPro.• a eY: DS AZ 10.06-04 NOTED 04-193.03 1 FIGUREIA idr" ' v 46 y_ NORiH GRAPHIC SCALE 1 INCH = 1,000 FEET 500 0 250 500 1,0o 2,ODO yjrly Figs Name SITE AERIAL IMAGE Phto date:Dec. 2003) col Pmjeq Name' TM MOTED ADnme.OM THE PRESERVE AT DvemNlOe w,,., i ai su-xan rri Nor ar-vorr mwne nP LAKE MONROE ClurYatlb nPP ey: IDS Drawn By: AZ Deb 10-06-04 Sob -. NOTED ; 04-193.03 FIGURE 1.2 4 a r..................................................... Existing single story Building Existing 169 Bristol Forest Trail #167 Bristol Forest Trail - (50 ft road reserve) 50ft .....................................50ft ....................,.....................SOft................, single story Building Existing two story Building Existing single story Building Bristol Forest Trail #165 Bristol Forest Trail #163 Bristol Forest Trail 2ftMWWOJRIIIIIIIIllitoR....... 10ft .................................. ................... ................. 2ft W x 1 00ft L x 8ft H from 1ft to 9ft depth Rear property line Existinq ground level I Id 6 Drawn Br rea er DS Rgu. Name TRANSVERSE SECTION OF BARRIERIli%II/I( J IProject TYPICAL) IM Namr THE PRESERVE AT LAKE MONROE AZ oeB 0612-05 s` i,, NTS Pros a 04A93.03 1 FIGURE 2.2 I 4" Dia. Sche steel casing 4000 PSI Concrete Auger cast pile Mix) Notes: E07, It g Wo u's'e m .. W 8" x 24" x 16" Steel I Welded onto a 5" Dia. Schedule 80 Steel Pipe T Min. Depth 10' PIN -PILE DETAIL 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. Iu Fiq Na PIN -PILE DETAIL mMo>IRsi'i THE PRESERVE AT LAKE MONROE e DS o.e.mer: AZ 08-12-05 1e NTS O4-193.03 1 FIGURE2.3 In I M 11111111 i IN LEGEND: OProposed Pin -Piles (8 NOS) oeV Relative settlement contour in July 2005 (inches) 0.125 Relative settlement measured in July 2005 (Inches) 0.3125 Relative settlement measured in Sept. 2004 (Inches) F" Nemr Settlement Data BRecommended Pin -Pile Locations for # 167 Bristol Forest Trail Nzmr pPrgaG WWWA MOM %/f THE PRESERVE AT m°° °.`., IEyy...,°-.° LAKE MONROE c—xeaa na„o,<es„ DS ae..,eY AZ oem 08-12-05 suw NTS r,orea+ lWI93.03 I FIGURE2.4 m T Z qJ APPENDIX "B" COPY OF YES COMPLETION REPORT FOR THE PIN PILES ISSUED ON JUNE IG, ZOOG June 16, 2006 Centex Homes 2301 Lucien Way Suite 400 Maitland, Florida 32751 Attention: Mr. Derek Henry Subject: Site Inspection and Completion Report, Pile Installation Operations, 167 Bristol Forest Trail, Lot 59, The Preserve at Lake Monroe, Seminole County, Florida (PN 04-E0153.73) Dear Mr. Henry: UNDERPINNING 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 9 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 depths of approximately 10 to 15 feet 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 immediately before grouting. The quantity of grout used in forming the bulbs and filling the pipe ranged from 8.6 to 12.2 fe (0.32 to 0.45 yd). The pressure during the grout pumping operations ranged from approximately 75 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 3/16 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. 167 Bristol Forest Trail PN 04-E0153.73 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 167 Bristol Forest Trail, Seminole County, FL. 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 Scale in Feet LEGEND PIN PILE LOCATION 16"P7 OZ FO AFST T 14 r Y SUBSOIL & GROUNDWATER LEVEL INVESTIGATION LOT 59 167 BRISTOL FOREST TRAIL SEMINOLE COUNTY, FLORIDA DRAWN SCALE JOB NO. r.IM NOTm nA—Fnl s-i 7' APPROVED I DATE : I FIGURE: V ATLI Consulting Engineers in the Earth DJY 6-13-06 Lily Sciences, Geotechnology, Hydrogeology EERINC SCIENCES, INC. and Construction Materials Testing