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Home My WebLink About169 Bristol Forest Trl - BR03-001715 - SFR0 PERMITADDRESS CONTRACTOR ( 40-vill *40&".A-vMAN Centex Ro,-ne, Ste 200() ADDRESS 385 Douglas Ave., 71 A Altamonte SPrings, FL 3 2, A 407-661-2116 PHONE NUMBER CSC 049689 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR kj MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE c PERMIT 4N41T4 DATE I PERMIT VALUATION SQUARE FOOTAGE _ I I Permit #. 0 3 — Job Address: -a a - Description of Work: Historic District: rx e. F':Nfry. i'1"Y yl'i VI rs CITY OF SANFORD PERMIT APPLICATIONAJ- O 1 7 r` Zonisg Value of Work: $ 00d Permit Type: Building Electrical Mechanical Z Plumbing Fire Sprinkler/Alarm Electrical: New Service — # of 9MPS Addition/Alteration Change of Service TempprtLy Pole T Mechanical! Residential Non -Residential Replacement New (Duct Layout & Energy Galie. Required) F c Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of W r Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required, for aetwx wan x) Parcel #: Owners Name & Address: Attach Proof of Ownership & Legal Description) Phone: Contractor Name & Address: -`tyR HE ' 3-R' ATR V. G'ate License \umber D= p _Ellr pPhone &Fax: , X &'T o'x ct 5q-4Ao l-aneA/. l Phafte %32448 46,7 5E1 3G4 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: - Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. 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 rel+ttlating construction and zoning. WARNING TO OWNER-- YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT )ht YOUR i'AV-0,4G 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 this county, and there may be additional permits required from other governmental entities such as water managerngnr Acceptance of permit is verification that I Nell notify the owner of the property of the requirements of Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial & Date) Special Conditions: bcrfound in the public records of state agencies, or fr..dcral agencies. A( 03 Signature 'Co ctor/Agent Date ROEORT G. DELLO RUSSO PNII Contractor AYent'S me 0!> Signature of No_ry-State of Florida Dat Contractor/A2:7.: is Personaii, Known to Me or Produces :J Initial & Date) FD: Initial & Date) (hrtial & Dat: MIRINDA C. TURNER Ate' EMISSION # DD 212893 EXPIRES: June t4, 2007 ps, , Banded Thru Notary public Undenvrders Permit # : Ul0 Job Address: Description of Work: Historic District: CITY OF SANFORD PER,M.IT APPLICATION Date: li d fo RFGUyE® 2006 DO Zoning: Value of Work: Permit Type: Building AeElectrical Electrical: New Service - # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/ New Residential: # of Water Closets Occupancy Type: Residential A*"- Commercial Construction Type: # of Stories: Mechanical Plumbing Fire Sprinkler/Alarm Pool Addition/ Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc. Required) of Water & Sewer Lines # of Gas Lines Plumbing Repair - Residential or Commercial Industrial Total Square Footage: of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: A 9 -/ !' - 3 P " S-09 ee'O O ^ e r dr" O (Attach Proof of Ownership & Legal Description) Owners Name & Address: if e rr 7e >/ /7 Q' lYaw- 1 Phone: Contractto/orName & Address: L- rx d e-sr dlel W . Lc, y y N%w e u/4 n e- e43d L .7- PO % / - Vb% -.,)' Wj - /3J L19 State License Number: C /JdC ro v 270' Contact Person: /l r+ e rd Oh lreZ'/0/e') Phone:yO %- 9 6cJ' e-r Bonding Company: /T01,07 r- Address: Mortgage Lender: Address: Architect/ Engineer: Aze 0- rsQe Address :"el" 4 Df - adpe% Phone: J ®— ,23 9% Fax: VO%- a 9oe — 90// Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY_ IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. M ti M. &tance of permit is verification t 1 wil n, Lai P WJ o , Signature o A ent" C-t r n'Q Q o o Pri ner/ gent's me t fJ Z /I00J cn> EE n- T ,E o Signature of Notary -State of Florida S ca C.) C a Z Owner/Agent is V Personally Known to Me or Produced ID r of the property of the requirement f Florida n Law, FS 713. Date Signature Contractor/Agent Date of l ' r C -C Pint ontra or/A nt' ame Signature of Notary -State of Florida r Date FLORENCE AIDEGME, MY COMMISSION # DD 164280 FXPIRES: November12,2006 CoM* ew ik,;,TtitF r; rto7rProduced k-k ID APPLICATION APPROVEDBY: Bldg: Zoning: Initia & ate) Special Conditions: Utilities: FD: initial & Date) (Initial & Date) (Initial & Date) t;p1)0 0-,., Permit Number: tflEtY'hNiVk(i+}( t'.= CTF1I_IT7 C Parcel Identification Number: 22-19-30-502-0000-0580{:{Nlil-E 8K (143 Pq 0382; {1pg3ThisInstrumentPreparedbyandAfterRecordingReturnto: CLERKS '#! Name: Centex Homes I Iv.Cl RDED 03/Q&C(% t13:lc:t)2 p" 2301 Lucien Way, Suite 400 REfatIIlllTl i FEF_"; 1(l.t atlMaitland, FL 32751 R GCOOIJ) BY t howeaNOTICEOFCOMMENCEMENT 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 providedinthisNoticeofCommencement. 1. Description of property (legal description of the property, and street address if available): 169 Bristol Forest Trail Sanford FL 32771 Preserve at Lake Monroe CERI IFIE0 COPY IWARYANNE MOR CLERK CIRCU COURT EM1NO • N FLORIDA 2. General description of improvement(s): DEP CLERK Owner information: rIN 'nn 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: (optional, if service fax is acceptable) Amount of bond $ 6. Lender: (if any) N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by §713.13(1)(a)7., Florida Statutes. CENTEX HOMES — ATTENTION CONTROLLER Telephone Number: 407-661-2150 Fax Number: 407-661-4089 2301 Lucien Way, Suite 400 Maitland, FL 32751 8. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. NONE 9. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): CENTEX HOMES, a Nevada general partnership By: CENTEX REAL ESTATE CORPORATION, a Nevada corporation, its managing general tner By: 77 Printed Name: c Henry Title: Alaind Development Manager Sworn to and subscribed before me this 20`h day of February, 2006 by Derek Henry , the LandDevelopmentManagerofCentexRealEstateCorporation, a Nevada corporation, the managing general partnerofCentexHomes, a Nevada general partnership, on behalf of the corporation and the partnership, who is personallyknowntome. Signat re of Notary Public (Affix Notary Seal) ROBYN A. BRONSON s_< _ Commission # DD0224412 EXPIres 7122/2007 OFf ,' Bonded through 80aa32-425a) . Florida Notary Assn; Inc. Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 l'Aktik.i£531xsa. OVA, A:.`4..5, 5 f k t•..t. ! < !l^'4'` 4 r Y ET APPRAISER ra£4k4FA Zw siiitC'k, t l,t^ t ! : Y 40%^`!"—75{5.. tiofft 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 22-19-30-502-0000-0580 Number of Buildings: 1 Owner: CENTEX HOMES Depreciated Bldg Value: $106,768 Mailing Address: 385 DOUGLAS AVE Depreciated EXFT Value: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value (Market): $29,500 Property Address: 169 BRISTOL FOREST TRL SANFORD 32771 Land Value Ag: $0 Subdivision Name: PRESERVE AT LAKE MONROE Just/Market Value: $136,268 Tax District: S3-SANFORD-WATERFRONT REDVDST Assessed Value (SOH): $136,268 Exemptions: Exempt Value: $0 Dor: 01-SINGLE FAMILY Taxable Value: $136,268 Tax Estimator SALES Deed Date Book Page Amount Vac/Imp Qualified 2005 VALUE SUMMARY WARRANTY DEED 01/2005 05579 0149 $182,600 Improved Yes 2005 Tax Bill Amount: $2,085 QUIT CLAIM DEED 01/2005 05579 0125 $100 Improved No 2005 Taxable Value: $104,483 WARRANTY DEED 09/2003 05059 1989 $145,800 Improved Yes DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontae DeLand Land gpth Unit Price PLATS:rP ck... ice: Method Units Value LOT 58 PRESERVE AT LAKE MONROE PB LOT 0 0 1.000 29,500.00 $29,500 62 PGS 12 - 15 BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Living Ext Wall Bid Value Est. Cost Num Bit SF SF SF New 1 SINGLE 2003 6 1,684 2,120 1,684 CB/STUCCO $106,768 $108,394 FAMILY FINISH Appendage / Sgft GARAGE FINISHED / 400 Appendage / Sgft OPEN PORCH FINISHED / 36 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 recentlypurchased a homesteaded property your next year's property tax will be based on Just/Market value. re web. seminole_county_title?parcel=22193050200000580&cpad=bristol%20forest&cpad_i1/26/2006 SETTLEMENT DISTRE55 ASSESSMENT ANd PROpOSEd RETROFIT FOR 69 BRISTOI FOREST TRAIL THE PRESERVE AT LANE MONROE IF Section 39, Townsho 19 South, Range 30 East, Sanbd, Seminole Air PzeAa`reeG AM CENTEXHOMES-4- nd Acquisitions and Development par 385 Douglas Ave; Ste 2000 Altamonte Springs Fl 32114 DE IIalias W11aa:.a;x.: 51 a DEVO SEEREERAM, PH.D., P.E. iCONSULTINGGEOTECHNICALENGINEER° wy- FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive < Orlando, Florida 32808 >< phone: 407-290-2371 >= fax: 407-298-9011 Dote.•January 23, 2006 NVOo Project #o. 04- 1 93.03A To: CENTER HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, FI 32714 phone: 407-661-2150 fax: 407-389-0653 attention: DEREk HENRY LANd DEVELOPMENT MANAgER SehNement DisftZ*ft aent and ProposedRetrofit for # 169 Bristo/forest Nil &.. 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 structure located at # 169 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. CoNsumw 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 3.1. 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 3.3. Having reviewed the survey data for the floor slabs taken in September 2004, and comparing the results with those taken in July 2005 where applicable, we are of the opinion that most of the long term settlement has occurred. Once the stresses in the floor slab and beams are relieved with the proposed pin -pile and jacking system and properly monitored for a period of three (3) to four (4) weeks before the surficial repairs are performed, there should be no adverse impacts on the appearance or performance of these houses. The vibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. Please feel free to call us if there are any questions or if any clarification is needed. Sincerely, Wo Vn Devo Seereeram, Ph.D., P.E. Robin Persad B.Sc. Florida Registration No. 48303lGeotechnicalEngineer/Project manager Date: January 23, 2006 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve 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 ............................................... 9 5.0 GEOTECHNICAL DATA ........................................... II 6.0 EVALUATION AND RECOMMENDATIONS ............................ 12 6.1 General 12 6.2 Mechanism for Transmission of Vibrations ....................... 13 6.3 Seismic Barriers ........................................... 14 6.4 Recommended Method of Mitigating Structural Distress ............ 15 6.5 Recommended Method of Mitigating Vibrations ................... 16 6.6 Recommended Construction Methodology ....................... 16 7.0 CONCLUSIONS ............................................... 18 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNiM ENGINEER The Preserve at Lake Monroe - Page 3 TABLE OF CONTENTS (CONTINUED) Page No List of Exhibits Exhibit I . Shows Relative Locations of Impacted Houses and Railroad ....................... 7 Exhibit 2. Transmission of vibrations from a freight train ................................ 13 Exhibit 3. Effect of a seismic barrier on wave energy ................................... 15 List of Tub/es Table 1. Key NRCS Data for Basinger, Samsula & Hontoon soils, depressional (# 10) ........... 10 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 4 TABLE OF CONTENTS (CONTINUED) List ofAttached figures Qeneral Figures Figure 1.1 Site Vicinity Map Figure 1.2. Site Aerial Image Figure 1.3 Boring Location Plan Figure 1.4 NRCS Soils Map Soil Profiles by Youaish Figure 2.1 Soil Profiles for AB- I to A13-8 Seismic Barrier/PinPile Figures Figure 3.1 Recommended Seismic Barrier Locations Figure 3.2 Recommended Seismic Barrier Cross Section Figure 3.3 Pin Pile Detail Figure 3.4 Settlement Data and Recommended Pin Pile Locations for House @ # 169 Bristol Forest Trail DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNKAL ENGINEER The Preserve at Lake Monroe - Page 5 1.0 BACKGROUND INFORMATION The residential structure at # 169 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 1.1) shows predevelopment ground surface contours for the site. In the area of Bristol forest Trail the contour show ground surface elevations between +5.0 and + 15.0 ft NGVD, generally sloping towards Lake Monroe in the northwest. The wetlands in the northern portion of the site are generally below +5 ft NGVD. Exhibit I . Shows Relative Locations of Impacted house ana Kaiiroaa i racKS. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 7 3.0 PREVIOUS REPORTS AND PRESENTATIONS A preliminary investigation was performed by Yovaish Engineering Services, Inc. (YES) which consisted of eight hand auger borings and penetrometer readings where applicable at # 169 Bristol Forest Trail, an a subsequent inspection of the cracks and a relative elevation survey of the building floor slab. The soil borings were drilled just outside the perimeter of the house as shown in Figure 1.3. Graphic soil profiles, labeled AB- I through AB-8 are presented in Figure 2.1 PRELIMINARY FINDINGS BY DEvo ENGINEERING [November 2, 20041 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: 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: 11 Derek Henry, Land Development :Manager Re.• EvaCuation of SettCement (Distress at...169 BRISTOL FOREST TRAIL, SANFORD THE PRESERVE AT LAKE MONROE 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 DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 8 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. Figure 1.4 (attached) shows the approximate limits of the overall site area on a scanned image of the NRCS soils map. As noted in this figure, there are the following three (3) NRCS soil map units within the property: Bassinger, Samsula and Hontoon soils, depressional (# 10). Felda and Manatee muck fine sands, depressional (# 15). Myakka and Eau Gallie fine sands (#20). Note however, that Unit # 10, Bassinger Samsula and Hontoon soils, depressional is the dominant soil map unit on the site and it includes the entire area along Bristol Forest Trail and it's surrounds. This nearly level, very poorly drained soil has a seasonal high water table that is above the ground surface. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 9 Key NRCS characterization data for this soil map unit is presented in Table I . Table 1. Key NRCS Data for Basinger, Samsula & Hontoon soils, depressional (# 10) The soils in this map unit are nearly level and very poorly drained. These soils are in swamps and depressions. In most years, the undrained areas of the soils in this map units are ponded for 6 to 9 months or more. Hydrologic Soil Group D Typical Soil Profile Basinger Depth Soil Color & Texture Permeability 0 - 6 in very dark gray mucky fine sand 6 - 18 in light gray fine sand 18 - 35 in dark grayish brown and light brownish gray 12 to 40 ft/day fine sand 35 - 80 in light gray fine sand Samsula Hydrologic Soil Group B/D 0 - 30 in muck 30 - 45 in dark gray fine sand 12 to 40 ft/day 45 - 80 in gray fine sand Hontoon Hydrologic Soil Group B/D 0 - 18 in dark reddish brown muck in dark brown muck 12 to 40 ft/day 18 - 48 very 48 - 80 in black muck DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 10 5.0 GEOTECHNICAL DATA Graphic soil profiles for the eight soil borings drilled by Yovaish are reproduced and presented in Figure 2.1. The Yovaish Engineering Sciences (YES) report summarized the sub surface soil conditions as follows: The site soil conditions encountered by others and the borings performed in the investigation disclosed variable subsoil conditions within the project area. The subsoil conditions encountered over the majority of the site and outside the area of the affected lots consisted of fine sands and silty fine sands to depths varying from 6 to more than 10 feet followed by sandy clay and clay. Similar fine sands and silty fine sands were encountered within the area of the affected lots. However, in the affected lots, the clay layer was encountered at a much shallower depth within 2.0 feet of the natural grades in some areas). The water table depth measurements are annotated adjacent to the soil profiles in Figure 2.1. These were encountered at depths ranging from 1.3 to 3.5 below ground surface. The readings were taken in September 2004. Note that published NRCS data showed muck soils in the area prior to development. DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 11 6.0 EVALUATION AND RECOMMENDATIONS 6.1 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. U K 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, PHA, P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 12 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 3.5 and Figure 3.6. 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. 6.2 MECHANISM FOR TRANSMISSION OF VIBRATIONS The clay layer acts as a "shaking table" which further compacts the loose sandy soils above the clay. It is felt that vibrations from passing freight trains are being transmitted through a layer of "fat" clay near the ground surface. This clay layer occurs at shallow depth beneath the railroad track, and extends beneath the building footprint where distress has occurred. This clay layer is incompressible during short term loading, and acts as a conduit for the transmission of vibrations from the freight train (see Exhibit 2). As a result, vibrations are felt at a greater distance than would normally be expected. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 13 House Train 200 ft 0 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. 6.3 SEISMIC BARRIERS Various forms of seismic barrier have been investigated to reflect or absorb some of the energy or a combination of both as depicted in Exhibit 3. The barrier should extend downwards past the clay layer. A depth of 8 ft would be adequate in this particular application. DEVo SEEREERAM, PH.D., P.E. CoNsumNG GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 14 Exhibit 3. Effect of a seismic barrier on wave energy. 6.4 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 3.3. The relative settlement data and recommended locations for the pin -piles for # 169 Bristol Forest Trail are shown in Figures 3.4. 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 - Pogo 15 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. 6.5 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 3.1 and 3.2. The barrier should be constructed as far as possible to the rear of the lot as shown in Figure 3.1. A typical transverse section of the barrier with principal dimensions is shown in Figure 3.2. 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. 6.6 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. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 16 O Repeat steps © and © for another section of trench. Place and compact concrete from the point of commencement progressing in the direction of the excavation using a tremmie while displacing the accumulated ground water to a convenient sump and lift point. Concrete to be cast up to I ft below ground surface. O Install a temporary stop end, complete the concrete pour for the first section of wall and withdraw the first trench box, almost like vertical slipforming. Continue the above sequence to completion of the wall. Backfill the top I ft over concrete with soil and reinstate landscaping. DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 17 7.0 CONCLUSIONS Having reviewed the survey data for the floor slabs taken in September 2004, and comparing the results with those taken in July 2005 where applicable, we are of the opinion that most of the long term settlement has occurred. Once the stresses in the floor slab and beams are relieved with the proposed pin -pile and jacking system and properly monitored for a period of three (3) to four (4) weeks before the surficial repairs are performed, there should be no adverse impacts on the appearance or performance of these houses. The vibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. DEvo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Poge 18 FIGURES U F A',* tiJ# o +0 20 , A 2 ` • State in Feet / B p Esr ti r LEGEND AB-5 AU -CEP BCR1^1G f l r J# EXISTING RESIDENCE J# —4 I= Nd PROPERTY i BOUNDARY A9-3 A9-7 / df As Fig— Nxma'. BORING LOCATION PLAN vRoJetl Name. OTE"Q ,( THE PRESERVE AT LAKE MONROEvr. ra>r aoax r+. i.a,xeaac+r .vm.m n:e cd ow.oey: nr: 8Wc yr ' tpp rar.eDr. DS AZ OB-11-0S NTS 04193.93 1 FIGURE 1.3 AB-5 AB-4 AB-3 AB72 F- Q LLJ W LL- z -5 F- a_ Lj 0 -10 Q H LLJ LLJ Z -5 17 IZ LAJ 0 -10 r ter- ire MIXED BROWN AND GRAYISH BROWN FINE SAND TO SUGHTLY SILTY FINE SAND GRAY AND LIGHT BROWNISH GRAY SILTY L9 FINE SAND WITH PIECES OF CLAY 002 LIGHT TAN FINE SAND (SP) CRAY AND UGHT BROWNISH GRAY SILTY FINE SAND (SM) GRAYISH BROWN CLAYEY FINE SAND NTH ORANGE MOTTLING AND SMALL ROOTS (SC) 5 GRAY CLAYEY FINE SAND (SC) GRAY SANDY CLAY WTI' OCCASIONAL ORANGE MOTTLING (CL) 2 OC=4 4 rr- it AB-8 P 40 20 20. 5 Section AmN P 20t . 220-i9 Fill 20+ : p 2U+ 5 ` io sW3 TO s W. w 7351Co-, Section BmB' SP) UNIFIED SOIL CLASSIFICATION GROUT' SYMBOL P PENETROMETER PROBE RESISTANCE VALUE 4d DEPTH TO GROUNDWATER LEVEL (MEASURED 9/04) W NATURAL MOISTURE CONTENT IN PERCENT 2ao PERCENT FINES PASSING U.S. N0. 200 SIEVE DD Fig.. SOIL PROFILES FOR o ORGANIC CONTENT IN PERCENT pRr WEIGHT J I(l I 1,1 AB-1 TO AB-8 tX)tr91LTXGWIEGNICkEe2AEERS(/ Y THE PRESERVE AT LAKE MONROE s.. DS O AZ 00-14-M 1°v1 NTS p" 04-193.03 1 FIGURE2.1 Bristol Forest Trail - (50 ft road reserve) 50ft 50ft 50ft .50ft i Existing single story Building Existing single story Building Existing two story Building Existing single story Building 169 Bristol Forest Trail #167 Bristol Forest Trail #165 Bristol Forest Trail #163 Bristol Forest Trail LO r a WWVTT............................ loft Buried mass concrete barrier Rear of Lot 2ft W x 100ft L x 8ft H from 1ft to 9ft depth) Flg— PROPOSED BARRIER i LOCATIONE=:. PmJ.. N.m. s I THE PRESERVE AT LAKE MONROE 8y. o.r: OQ-1245 Pm7.a«AZ NTS O4-193.03 FIGURE 3.1 Rear ro erty line Varie / Existin round level D.Oft I I Existin soil la ers 3.Oft 8ft Continuous mass concrete wall B.Oft 1 2ft Wide X 8ft Deep 9.Oft v lll \ Existing soil lavers 12.Oft Exis ling House 1 MUM U00«Ck WMRSIF 11Y'l 5]afw a.iYe Swe GbeW.rv„.tu G]ae w:ory.rvaNavn Tow• Mil1 ]aaI]I La. bl TevUti ee. i• ry n w o moraaev: 03 ° AZ 0ee: 08-12-0 Fig.. Name'. TRANSVERSE SECTION OF BARRIER (TYPICAL) P.1- N— THE PRESERVE AT LAKE MONROE NT8 p" 04-183.03 1 FIGURE 3.2 I 4" Dia. Sche steel casing 4000 PSI Concrete Auger cast pile Mix) Notes: Existing ouse W 8" x 24" x 16" Steel H Beam Welded onto a 5" Dia. Schedule 80 Steel Pipe V in. 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. 1.0625 -0.75 -0.50 1A375 -1.125-0.6875 -1.375 HB -1.5 o• 0.9375 _0.75 0.625 -0.4375 -.5625 0.25 0.4375 -0.25 an -.so9 0.4375 015525 i 0.25 0.375025-0,18TS 0.1815 0425 -QO 0.375 -0.0 Ohm \ a37s 9.so 0.5 U75 pp -0.125 111 a375 1 M -0.25 f 0.625 0.3125 - 11625 0.375 040, -0.825 1 0,375 _1150 LEGEND: o Proposed Pin -Piles (5 NOS) Relative settlement contour in July 2005 (inches) 0.375 Relative settlement measured in July 2005 (Inches) 0.375 Relative settlement measured in Sept. 2004 (Inches) a 1.375 0 1.5825 125 1.25 ae7s 1.0625 0.8875 HB Fan Name. Settlement Data &Recommended Pin -Pile Locations i(; for # 169 Bristol Forest Trail PI". N.R.. a j caWKGEaMWTxer asul /` THE PRESERVE ATIE""'°""'°"°'°'p^°- w..ari iao.nri r.. Gaon lae.aoM.noi.mro•.w.a.o.roo- LAKE MONROE ch.* w 6 ADWoey, DS Dawn ey. AZ Dtla: 08-12-05 eo.Mr. NTS Pmjacl O4-193.03 1 FIGURE 3.4 S-06-203 12:S2PM FROM Permit K : Job Addrt Descriptio Hictnric D trr, r. r CCTV OF SANFORD PERMIT APPLICATION v41us• value of Work: 5 Permit Type: Building Elec--triicncal X Mechanical Plumbing,_ Fire Sprinkler/Alarm Pogl _ Electrical: New Service — # of AMPS Jl- Addition/Alteration Change of Service Tempodry Polc Mechanical: Residential Non -Residential Replacement New (Duct Layout & Fnergy Cali Required) Plumbing/ New Commercial: ii of FiXtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: — # of Stories: # of Dwelling Units: — ,-_ Flood Lone: (FEMA form required for uiocr Ct,acl x) Parcel f (Arrsch Proofof Ownership & L.egnl Descrip(lon) 0-0,vrs :Fame & Addreas: Centex Homes 385 Douglas Ave.. Suite 2000 Al tamnnte i 2714 Phone: _407-661-2150 COt) (Wor INamc &Address: Approved Electric Co, of Florida 4874 S. Orange Ave. Orlando FL 32806 State Ucensc dumber; EC0002494 none @ Fax: Fax 407-851-1226 Contact Person:John Findlay Phone: 407-851-1220 Ronal Company. ort a ,c (_ender -' - Arclticec'JEn inter: ,_ Phone: A a.rtss _— trnx: plral.on :s hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or install3non has commence: prt•:, c ISS.,ancc of a permit and that all work will be performed to rncet standards of all laws regularing construction in this jurisdiction. I understand that a separatemus; be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES. BOILERS, HEATERS, TANKS, andAR'77,\,'DfTtoNERS, etc. 7 'A FFiDAvrT: I certify that sU of the foregoing information is accurate and that all work will be done in eon-ipliancc withal] applical)Ir. io :: r ct.4iarlrQo-;r=tion and zoning, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY R-ESUi,r IN ICE FOR QrfPROv6MENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN1FORtcYBEFORERL:COROING YOUR NOTICE OF COMMENCEMENT. NOTI'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 rrcorcs e' F.s cuun[, and then may be additional permits requited from other governmental entities such as water rnanagemcnt arts, start ugencics, or rcac ,,l ur.rncics r'.cccptaccc oC permit is verification that 1 wall notity the owner of the property of the requiremenn , of( w, FS 713. i¢na urc of Owner/Agent Date igna urc of Co c or/Agent Dacc Charles Cannon Owncr/Agent's Name Print Con n'actor .-gcnt's Name S:or,a:urt of Notary-St3tc of Florida Datc Sipatur0 of* of FlondL yt°6aG PATRICIA A.ICADLAC MY COMMiSSION 4F DD 013206 O n rr,gcni is Pcrsnnnllt KnO,Sti to Me or F Oaf EXPiRES:Mnrch28,2005bntractnr/Ac; .: Is X Pcrsunai., Know t< rnduc,:d IU ; f` TARY PLPiotrryServios$gonding,inaPiud.) n;'PRUVEI) IIY: L31dg. --- Zoowl;. Initial &.I.)atr; (Initial Uatc) (Iniunl C i>atcl (li)itai U :: E 1't t d:,r 5''(h Zd .,{ /i Ml t r, ; 1 } CITY OF SANFORD PERMrr APPLICATION ` Permit#: D I/ f C-9 A —I— n DatV 6 /.3-0'3 Job Address: Description of Work: Historic District: Zoning: Value of Work: © W Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool. Electrical: New Service — # of A PS Addition/Alteration Change of Service Temporary Pole _ _,_, _jLMechanics' Residential on -Residential NewReplacementp (Duct Layout & Energy Cal%. Required) 1 Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines MI- Plumbing/New Residential: # of W/atet Closets Plumbing Repair— Residential or Commercial Occupancy Type: ResidentiaC rninercial Industrial Total Square Footage: — ^ Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required For ot:Er:cr &hiaa X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: rQ Phone: _ Contractor Name &Address: x 1 EAr ZAIR CMv T C: ate License Number • D RUBW Phone& Fax: 8 Q32T' 11/f 9RV Y'T 913t6 Ytiac rii'O^ i PM'V 3 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 pri<r 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 i compliance with'a11`applicab(c IPw:; reh &zing construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMME EMEN MAY RESULT IN YOUR I'/iS D-4G TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, C SULT YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictionss livable this prop that maybe found'i' the public records of this county, and there may be additional permits required from other governmental en 'ties such as er ge nt districts, sagen ies, or fcdera.l agencies. Acceptance of permit is verification that I will notify the owner ofthe property the require ents Lien Law, F 13. AflU 83 Signature of Owner/Agent Date S ature o oncactor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Ouiier/Agent is Produced ID Personal]% ;mown to Me or APPLICATION APPROVED BY: Bldg: Initial & Date) i Soccia! Conditions: 1 JRO:BEiRT G. DELLO WSSO P nt Contractor Agent's Nam Signature of Nc _=y-State of Florida . Date MIRIN une DAC. TURNER IeONSSI S. Y # DD 212893 Eune14, 2007Contractor/Age-:is PersruNrdcUnderwritersruProducD Zoning: Initial & Date) (Initial & Date) FD: Irwlal & Datt Permit # :y — file Job Address: y jd4+4y-( ,4 O Description of Work: Historic District: Zoning: Value,of.Work: S Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool . L Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout &)nergy Ca1F. Required) Plumbing/ New Commercial: # of Fixtures 0 # of Water & Sewer Lines # ofGas Lines Plumbing/New Residential: # of Water Closets _ Plumbing Repair— Residential or Commercial ` Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Tyne: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: a Contractor Name &'Address: p pp pp p State License Number: C F (' `©) -f 7 6 o l Phone & Fax: !^ Z rj./ /— S % 2 Contact Person: Phone: 7 7'9 Cl 8 33 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa 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 ofthe foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE` In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I %vill notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature ofContractor/Agent y Date Print Owner/Agent's Name Print Contractor Agent me 7— ^ P Signature of Notary -State of Florida Date gnature off i;;o ary St tof Fdlon d<ivll %; j #k (' cD;kte III = EX PsE farcrl O« ter/Agent is _ Personally Kno an to iNle or Contractor/Ac! is Personal . Known to i`1e or Produced ID Produce" .D APPLICA- 1 ION APPROVED BY: Bldg: i Initial & Date) Special Conditions: Zoning: Initial & Date) Ut_:: ies: Initial & Date) l D: F Initial & Dat: COUNTY OF SEMIN[LE IMPACT FEE STATEMEHT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75442 DATE: _ 7-------- BUILDIN8 F'ERMIT N ~ | .... ... ........ UNIT ADDRESS: ' « l 1 ... .... --....... ............................ TRAFFIC ZONE1 SEC: ___ SUBDIVISION .... ^... ... PLAT BO(]K: -~ --\~AT' OWNFR HAME: _______ ADDRESS,- LI ANT NA/--"-=-'-- ---7== APP P - LAND USE CATEGORY: 001 - Single Family TYPE USE: Residential WORK DESCRIPTION: Single Family Hcusen Detached House Detached - Construction FEE 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 XI -WIDE O dwl unit $1,384.00 1 $ 1,384,0O AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: PLEASE PRINT NAME) DATEt/ _-----_----_'_- NOTE TO REC IVIWG SIGNATORY/AFPLICANT; 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 MEETTKE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY DE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 3OO NORT|( PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTlCE. THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING CITY OF SANFORD.PERMIT APPLICATION Pern Job Permit Type: XX Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Description of Work: CONSTRUCT CONCRETE BLOCK SINGLE FAMILY DWELLING Additional Information for Electrical & Plumbing Permits Electrical: +Addition/Alteration Change of Service _,Temporary Pole New AND Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines v 5N . vo Occupancy Type: XXResidential _Commercial _ Industrial Total Sq Ftg: c;U/ _ Value of Work: Type of Construction: CONC . BL K. /06 Flood Zone: Number of Stories: _ Number of Dwelling Units: 1 Parcel No.: ' 22-19-30-502-0000- ©,57 0 (.Attach Proof of Ownership & Legal Description) 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 Contact Person: MIKE ENWRIGHT Phone &Fax Number: 407-661-2184 *** 407-661=4089 Title Holder (If other than Owner): N/A Address: Bonding Company: N /A Address: Mortgage Lender: N/A Address: _ Architect/ Engineer HURRICANE ENGINEERING _ PhoneNo.: 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 compliance wtth 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. NO IC : 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. i Acceptance of permit is verificatkcQ that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Alm APR 0 9 Q wn SignatureofOer/Agent ate 2QQ Signature of Contr ctor/Agent Date PAT KNIGHT PAT KNIGHT Pr' t Owner/Agent's a Pr' Contractor/Agent's N e Q 9 2003 rZ, _003 Y. d3¢'GR+'8 ig ature of Not,}/ t e of Florida Date Si a e of,Notary-Sta o lorr a Date ; r MY Dt';1 ; ,S i F,N 1 r"D 09859e R+ n iJ ,yJ ;nr r 1iuu f` 9.21004 - - H riJvq 1 i ri J F LBI der,:r ers ti GDtrJiE; D 4 DO 0 3500 49 20CI s "/...' n hlolaN t 'Ic Unde`wriiers ": F.r' k: 6qc dlh1 Owner/Agent isPersonally Known to Me or Contractor/Agent is XX Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: c96 Date: Jam- 2 — Special Conditions: Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL Scmin(Je Cimnl %- e'Pert V a"rjixcr IRl K. First S. ti3n101'J 1`1 42771 407-665-7506 2003 WORKING VALUE SUMMARYGENERAL S3-SANFORD Value Method: Market Parcel Id: 0000-080580 Tax District: WATERFRONT000- Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMES Depreciated EXFT Value: $0 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 Exempt Value: $0 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 58 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 PGS 12 - 15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded properly your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.semiiiole_county_title?PARCEL=221930502000O05 801... 4/7/03 City of Sanford Building Division Submittal Requirements for Residential Building Permit 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector location(s), landings, decks, stairs, bathroom fixtures, and distances from walls. **The State of Florida requires bathroom compliance with Florida Accessibility Code. c. An elevation of all exterior walls - east, west, north, and south. Finish floor elevation height as per Engineering Department or subdivision plat_ d. Cross sections of all wall sections to be used in the structure, bearing and non -bearing interior and exterior walls, show all components of wall sections. 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 carry and support trusses- 9- 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. j_ Total Gross Area /(pt sq. ft. 3. Three (3) sets of completed Florida Energy Code Forms. 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure is to be built on fill, a report may be requested by the Building Official or his representative. 5. Other submittal documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit issued by Seminole County Health Dept. C. Arbor permit when trees to be removed from property. Contact the Engineering Dept. for details regarding the arbor ordinance and permit. d. Seminole County Road Impact fee statement. e. 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 9 200 Date Owner/Agent Signatu ROGER DIXON, INTERIM CITY MANAGER CITY OF SANFORD 300 NORTH PARK AVENUE SANFORD, FL 32771 Re: ESTOPPEL LETTER Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661-2150 Fax: (407) 661 -4089 www.centexhomes.com via HAND DELIVERY This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford and as the basis for the issuance of Permit No. for the following work. LOTf ff PRESERVE AT LAKE MARY SINGLE FAMILY RESIDENTIAL (SFR) CENTEX HOMES hereinafter referred to as the "Owner", recognizes that issuance of Permit No. 0 5-4-1 l 5 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. Byssuing 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 CENTEX HOMES 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, TheOwner 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_ WITN S Sign e 0— 14( Printed / Typed Name Signor; / 17 111-c Printed / yped Name Owner) Signature PATRICK J. KNIGHT Printed / Typed Name Title DIVISION PRESIDENT STATE OF FLORIDA ) COUNTY OF SEMINOLE ) APR 0 9 2003 The foregoing instrument was acknowledged before me this day of by PATRICK J. KNIGHT as DIVISION PRESIDENT for CENTEX HOMES who is personally known to me or who produced their Florida Driver's License as identification. KIMBERLX A. BROWN f'.4Y coMMlbsjo!v # 0", 098590 i EXPIRES Mart eJ 14 Bonded Thru Notan, Pui-Aio un e lte.; Notary Public Print Name: My Commission Expires: Orlando Division 385 Douglas Avenue, Suite 2000 Altamonte Springs, FL 32714 Office: (407) 661 -21 50 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 Jackie 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. K GH CGC049689 STATE OF FLORIDA LOT COUNTY OF SEMINOLE The foregoing strument was acknowledged before me this R 0 9 ?nn by Patrick J. Knight, Division President of Centex Homes - Orlando). He is personally known to me and did not take an oath. d NOTARY PUBLIC SAµ11NABE'ii igOIVN k E XI)IN( S: I I ii a; 2U104 Cj or 4,,1 Eonded hru Non,. Public; Unae r. ,es i This Instrument Prepared By: WRYANNE NORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY NAME: Debra A, Riggs -Centex Homes 13K 04779 PG 0246 385 Douglas Avenue, Suite2000 CLERKIIS Ot 200,306t3@0 Altamonte Springs, FL 32714 RECORM 04/14/ZM 09s051@5 FA Permit No. RECORDINO FEES 6. 00 1 0 REXOFM BY 1 Nold" THE UNIJERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in thi's Notice of Commencement. I Description of Property: LOT _ 6. PRESERVE AT LAKE MONROE Recordei in Plat Book 62 Pages 12-15 in the PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA, 3. Owner Information: CENTEX HOMES 385 Douglas Avenue, Suite 2000 ALTAMONTE SPRINGS, FL 32714 Interest in Property; F9E 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 Surety: N/A Amount of Bond: N/A Persons within the State of Florida designated by Owner upon whom notices or oth documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: CONTROLLER Phone: (407) 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 Expiration date of Notice of Commencement (the expiration is date is I year from the date of recording unless a different date is specified) Denh . AbraA. Riggs OFFICS MANAOBR FOR CENTEX HOMES, 385 DOUGLAS AVENV8 SUTTR2W, ALTAMONTE SPRJNOS, FLORJVA 32714 THE POUOOINO TNSTRUMNT WAS ACKNOWLRDORD REPO" NO THIS EMEEM APR 14 20, NOTARY PUBLIC GERWIED COPY MARYANNE MORN Cli, ERK OF CIRCUIT COURI ,S! kfotavvPLqjjirCLOUNTY. FLORIDA toteofFk)tid,-j SEMINOLE MY CommissionFxpihpJIM21, 2004 Ct"Missi011 # CC8,91727 N s ' 4 KITGWEN A KITC-WEN 5 ZGALE- Ylu E- t14`r-V rc , j 11 A I AD30 VAO3b OF'Tf7) VAD2 SD ATI i C DATH D NI1 SCALL = 114' 1'-O° LEG END iIlll= TE SEAM s0'-O0 AFF, NOTE, ALL WTEFJOR t#k§t..i5 TO 5E 3 U7' E55 di, cF5Si,5E WTED, i i7E: ELEVAT4CN "A' 5HO3M FT, CALL#,SLAT! LANAI ENTRY a NOTE! OT3ER 00 SEE FGUNIDATION I'LM GAPAGE 351 FOR HLLED DELI LOAC1ION TOTAL ARFA tk4DER RXh 1 PATIO 0 * ALL 5TPUCTURAL WOOD qEADF1,5 T 1'O 8E DOUBLE 2" x 1Q'" UNLESS TONAL AREA 116I #.' NOTED COTHEIRW15-E Q 4070' f AT1V qm 0o zzi -zg) t_ 3A en fn 9 GF'T. AtC; bob-- sf.DJ. I 5 ia'S £ lei p5 Q KITCgEN 1 IUrl a A7 0 i'-d' - f>r1a rDW Cm 4_ . V FLAT t1 L r t3 Ulf- f a i Cv+ n a jl A-d—F j—( # V FLAT { . m tit N Z " fl , Fiz 1 5 —11.. a n W w IGREATRNpp '}},}., ii1/N e gig T SY}.FA. WRIT jj}j{ i - crsAL.l tfiN 3 i '.. PEA'..._ a i ul . fin s t 5 112' t D` _4 oll 2K_ 263 R 5 $+ n2 f f ^ i.O7;\ iE68 1 i ' 3 sM / 11. X.TPkO AtR HhhcvLER 74 NA a MI Or 4 CLEA AW-E j ALL 57Dc5 Adu7.3 5PAC;E SI4ALL PE MIN, 12' I V 1 3 NItDEfd TLIAtd AYf'L1AN,GE ;I/--- L T.i i > 1 m' Z -CAR GAf AGETRT aA, v FAT i ' ' $IGG:% III a s r I r jjj } 1 (+ zi, - 7n) a wv L 40 r^ --- SCALE = 3/ 4' 1'-0" Sheet kfvglr ENGINEERING A2 Cann "a- 3 enx: (Q7) 774- 17 fl_ Y, i61fl43 iAT+dKRiSff SF'e GS, ii 3295f. LL 1Hf1VAS J_ASWEKSbN ±'fs #P${9 1_ r v Q a 40-0-0 ROOFOOF TRUSS LA YOU T '/ 1 L1AIL YALi'.F3. 12 EASED ON NATICNAL DE.51fs i SpEr%FEGLxT.(i*[5 FOR CONST tom' Tt J FRfm TABLE BZ-- - 'NL'AIL5 AND SPIKES - 0-4-1 LA LOAD DESKsd VALUES" sib Si -BEAR Y.4.1 (k>e rzs+ AlL FIST GElL1NGS!1! Ira /4 i 2" 8°^ TC LIVE: 20 psf TC DM£ 7 psfNOTE: SEE TRUSS iiFCz'S ENGINEERSN AND LAYOLETS FORT S-TO-TRJSS G GTORS BC UYE: o psf 8C . 19 psf FOOF TRi lSS _ d 1G ORt1CzE . NG k) U5'E (V TYPE °G' !OR Tom) FCR TRU55 TO F M&LL OR EEAN C.C",EGT1CNd U41-E5S NOTED OTREfWre (U-N-OJ i) tka.E a) TYPE 'A' <OR Rr--"4 Y A5LE VE) FOR T W55 TO BLOCK WALL CONNECTION (UNOJ 3) USE 6-N <OR INIE ABLE TEFOR ALL "157 R CTIOY#S MW ) 4) USE (3) Wd OR (3) 131. 3 1/4' PASELODE CAN NAIL TO FA5TEN JACK TO NIP GIRDM fTtB) 5) GA.BL.E S 1- (•TitIRF (I) TYPE 'A' OR f1J TYPE 'C' STRLP AT 46' O/C FROM CE7*iTER OF TF&ZS. TOTAL: 37 psf DUR FAO_a.25 8'-0" PATE HT. SEE POST 5 ON it AND Z-,d R-R FNEL"ATR-- EGBAYALENT MAY BE TMJTED FOR HAND NAIL DE54Gt^IATtOW ROOF PfTC$4 5 T SEkbS D L MA50wy s a MA C, Fh, 01-01 3 mm SHI -LE5 TEXTURED 71 -- - - - F141& 4 L V j- j I ONj SCALE = 114i _p„— --- ----- DEC,C)RATtvEFOAM SILL FOAL{ DETAIL &5TL-CO COATRZ- 9 5ILL SCALE ill,!' - ROOF PITCH OFF RT[3 RF 5 YENT(1YP) Cam. E SF! MLE5 _ x=_ 2P ' JREEi-% TEk 1AcC44 NR FINISH FINISH G LE __ % ? F_ SCALE = 1!4'= V-O' R4; FPVTCH t3_ 5 4' SILL D'ETAl3' t_ RT5 CC' P. -144 sLES s O r C 0 VIM M, DE(,')Cf,,)H-) I ON: 0', F--s1jj 1N 10LOTA58, PM `LRV[ AT LAM WIMP\" A' I PFCORD1,J) IN 11-Al 000K G2, PAGFS 12 M Of- ML PUM C [\'I COM)" OF SI-MINOU, C',0tJ1Ni'F`, RORUA 1, 0 58 CONIAINS 6250 IEQUAR( f f [ I F (1-0 1 ONLY) 'QUAM FOOTAGE (J' TO CURES) 8101 5 f )F) TO 'UPH COHIAIN' 59,00 SONARE f 1-i- I i CO'0R- M - -------- jiHs 111ROCIUR, 17, CONIAM; 2082 SQU/,RF f U 1 545 OMIHIN 10TONLY) f MIA[, 1-OD 3"51-3 So Ct)N,RE T L 878 SC F T I- N('iT'OjN(, (LEWA,K/APRQN) 1 N )1 C,)N( I J RETIl A MRUCIU`I f0 26 % i IOTAL SOD 5714 T,Q O GRAPiIIC ';OA( f iN T, I 17, 106 Ur, C C) 6 L 0 1VC3, Jo, C, IV i V V$ r41 0 lvm Oq, Z C Ai TjT ... ... ... .. . \ 1t f HUIUDILIG, >E ', PAC KS RON SIDI C 0 R N R: 11 MR[ PARR 1) `- OR" CFNiFX h0fJ[`,) 1, f L f VAI;(),N'; SrIOV,N fRt'E. TIPR IOT GRAPING, MANS f1Y lhf (,' II - , I N T TE N f,' Iti{S -MIllANSINFJ' I-' I'U'lVi I TING, PUPPOSES N - F D r C,-,N' OF ONI-Y T! i1S S N )T 0 f -;IFR1,:('T10N OfiF P'-,OFIG`, F[A E REl' . P 0 I i()USCPLAN AND CP ION CONS MI) T; ') N, At'L f ' Ui[-D NG 1;( T f-,6" LINES "HOWN FRLON S, PER DATA F I I RN,Hf NYCI114-NT AND I - OI I, R IMORMATIONALPURPOSESONLYTHISIS NOT A SURWY THIS IS A PLOT PLAN ONLY I HAVI EXAMINED THE FIRM COMMUNITY PANEL_ if', 1,1029I` l 0035 E DAIU) ,/1,',/()5 ANN FOUND T11i PROPri AM' I-A,'> 10 1!1- IN ZO NE X, ARLA0 UT 50L 100YEAR F[,('0r) "t-ArV Fif ARING', '-,I OVN Ir PE -ON AM 13A`[ D Or,,' THIc NOR 110 f?I% Y i i 'A Of 1 0 1 58 131 ING S 54'23'l 1" FII,Af FIELD WE:) RFVI> i D SCAT M FEE] APPROVED BY_NRM — ------ JOB NO - A'; M,7 9 672 101I AN DRAWN BY: l0l [ IT 12-12 02 FKB T) 11 9W 110 H011, 11)IF", IT rill C. Pn!Nr 01 CPWO,1110 PIN,] Qi WAI W," URV[ I'R()i` 1, t f if III tIi'v Of IV) TIi Of [ hl ANGLE T;I t`)R f-l"T 1), P-I Q,j PI4,,i4i 'i I - I r V 'jl ML r, 1 W 1 T !,r4r,(, I Fr— Ill AF I' lVa Mi A 1014.yiA'[ COINIif [ %;i t I R PI A I Il" k T'jl; NATURAI GIIAM I ITAPV', p1w RIGIII 01T'VAII W; PA,j III,' SURVEYOR HAS Nol Af5' I If AC II D T 1; 1LAND Di iOWN HEREON REON FOR EAR( 61f-N15. RIGrIT OE WAY, Rc5lRiCiIONS OL Of C Oli D VVT I I C I MAY Afr ( CI11 If ',I I[-F- (" R N' I - f (r I I iLAND 2 NOrJODf RG 5,( 11) Of) I M I'D 0, EFl F, N I S 14 AV L P , N Ul,A 1 t 0 E Y(A I) T ;S Si i:) 3 NOT MID WIMMI IiL Fr'IATIMF AND !M ;%';GiriAll RA1'--1fD TEAL OC A FLORIDA UUNIli) I-,[IIRVI:YOR AN„` MAPPER. 4- -7 1 Z,-0 AME R ICA N S U I R f I N G &. Li A 1 1 !-IIG C - i- -7- li F Tl r,AfiCNOFNJIf0RI/AlION I T( 521) EA SGOTH TI E f 1. Pi-ANOO. `I-01'11, M, NIA Fi D, 'A 1 LL 0 N4 #4 113 8(11 12S 17(4 M I' DATE. FORM C00A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION ti Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: 1692 LMR E3rlilder: CENTER H( MES Address: BRISTOL FOREST TRAIL Permitting Office: CITY OF SANFORD City, State: LAKE M NROE, FL Permit Number: Owner: CENTEX FIONES Jurisdiction Number: 691500 Climate Zone: Central I. New constinction or existing Nc 12_ Cooling systems 2_ Sin0c family or multi -family Single family a. C'eiatral Unit Cap: 30.0 k1311011 3. Number of units, if nitlti-family l "FIT: 12.00 4_ Number ofI3cdroonas 3 b. N/A Is this a %\orst case? Yeas 6. Conditioned floor area (ft') 1092 It-, c. N/A T Glass area & lvI)c a. Clear - sin lc pane 1 s20 If, 13. Heating systems h. Cicar - double pane 0.0 ft' a_ Ficctric llcat Pump Cap- 30.0 kl3tulhr c. Talk other SNGC - single pmac 0.0 I" IIIAT 7.80 d. Tint/odlet Sl V iC: - double pane 0.0 fib_ N/A — i- Floor types -- a. Slab On-Oadc Fdr=(, basulahoia R 0.0, 1 ,'L0(p) ft c. N/A 1). N/A c_ NIA 1.1_ Not avater systems — 9. Aalall types a. k lectric Resistance Cap: 50.0 gallons a. Concrete, tilt hasFl1, F"Icrior R - !_ l , 9)0 0 IV I;F: 0.80 b. laramc, Wood, Adjacent R I I.O, ) "WO (C h. NIA c. N/A d. N'A c. Conservation credits c_ N, A (IIR-Ifeaat Iecoverv,Solar 10. C'eling types DI11' Dedicated hc: It hump) a. Undo Attic R 19.0, 1109.0 I-C 15_ IIVAC credits III" h. N/A (CI" Ceiling fall, C:V ('ross ventilation, c. N`A 11F "holchouse fan, 11. Ducts _ I' I-Programmable'I hcranostat, aa_ Sup_ Unc. Rct ilnc_ All Garage Snap- R 6.0, 1.0 11 MZ C' Niultirone cooling, h_ NIA hI711-%lultizonehcatnag) Glass/ Floor Area: 0.09 Total as -built points: 22320 Total vase points_ 24359 PA SSI hereby certify that the plans and Specifications covered Review of the plans and by this calculation are in compliance with the F lot lda specifications covered by this Energy Code. calculation indicates compliance with the Florida Energy Code. PREPAREDY: - Before construction is completed ;4 - U DATE- n# this building will be inspected for I hereby certify that this building, as desk ned, is in compliance with Section 553.908 compliance with the Florida Energy Code. Florida Statutes. ow OWNER/ AGENT: ®--' `BUILDING OFFICIAL: DATE: F L,' ®ATE. I. nergyCaanlgcCcJ (Version: Ft RC;SB v3.2) FORM B00A-2001 a ij mi'lliq 1111111I illill BASE AS -BUILT GLASS T_YP 18XConditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1692,0 25,78 78517- Single, Clear W 1A 6.0 32.0 5147 0.93 158-98 Single, Clear S 1.4 6.0 32.0 44.66 0.89 1268.3 Single, Clear E 1A 8.0 40-0 59.31 0.97 2298.3 Single, Clear E 1.4 6.0 320 59,31 0,93 1765.0 Single, Clear N 1A 6.0 16.0 27.96 095 424A As -Built Total: 152.0 7345.8 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 230A 070 161.0 Concrete, Int fnstfl, Exterior 41 956.0 1.18 1128.1 Exterior 956.0 1 90 1816A Frame, Wood, Adjacent 111'0 230,0 0,70 161.0 Base Total: 1186.0 1977.4 As -Built Total: 1186,0 112891 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 180 1.60 28.8 Exterior Wood 200 720 144.0 Exterior 20-0 4.80 96O Adjacent Wood 18.0 2-40 432 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 SUM = Points Under Attic 17090 2.13 3640.2 Under Attic 19,0 1709.0 2.82 X 1.00 48194 Base Total: 1709.0 3640.2 As -Built Total: 1709.0 4819A FLOOR TYPES Area X BSPIVI Points Type R-Value Area X SPM = Points Slablab 172.0(p) 31.8 5469,6 Slab-On-Giade Insulation 0.0 172,0(p 31.90 5486.8 Raised 0,0 000 0.0 Base Total: 5469,6 As -Built Total: 172,0 5486,8 INFILTRATION Area X BSPM -- Points Area X SPM = Points 1692,0 14.31 24212.5 1692.0 14 24212.5 Energy(3auqeJ DCA Form 60OA-2001 ErlefgyGaL)ge?/FlaRES'2001 FLRCSB v3.2 FORM 600A-2001 AS-BUILTBASE Summer Base Paints: 32336.8 Summer As -Built Points: 32367.2 Total Summer X System Coaling Total X Cap X Duet X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points Ivt x DSM x AHU) 32367.2 1.000 1.087 x 1.150 x 1.00) 0.284 0.950 10922.7 32336.8 0.4266 13794.9 32367.2 1.00 1.250 0.284 0.950 10922.7 EnergyGauge 11 DCA Form 600A-2001 EnergyGcauge(,lFEaRES'2001 FI_RCSB v3.2 FORM,60OA-2001 I 1HwXMM11 101M#Mll If I BASE AS -BUILT GLASS TYPESGLASSTYPES jiConditioned X BWPM = V Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF PointE 18 1692,0 5,86 17847 Single, Clear W 1A 6.0 32.0 1034 1.01 7467 Single, Clear S 1A 6,0 32.0 7.73 1,04 257.1 Single, Clear E 1.4 8.0 40.0 996 1,01 402.0 Single, Clear E 1A 6.0 320 9.96 1.02 3238 Single, Clear N 1.4 6.0 16.0 12,32 1.00 1965 As -Built Total: 152,0 1526.2 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 230.0 1,80 414.0 Concrete, Int Insul, Exterior 41 956.0 3.31 3159.E Exterior 956-0 2,00 1912.0 Frame, Wood, Adjacent 11.0 230,0 1.80 414,0 Base'rotal: 11186,0 2326.0 As -Built Total: 1186.0 3573.6 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Wood 20-0 7,60 1520 Exterior 20.0 510 102.0 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 1709.0 0.64 1093.8 Under Attic 19,0 1709.0 0.87 X 1,00 1486.8 Base Total: 1709.0 1093.8 As -Built Total: 11709.0 1486,8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 172,0(p) 326,8 Slab -On -Grade Edge Insulation 0.0 172.0(p 2-50 430.0 Raised 0.0 0,00 0,0 Base Total: 326-8 As -Built Total: 172.0 430.0 INFILTRATION Area X BWPM Points Area X WPM = Points 16920 028 4738 1692.0 -0,28 4738 EncrgyGauge( 9 DCA Form 60OA-2001 EnergyGaUgeCO/HaRES'2001 FILRCS13 v3,2 FORM G00A-2001 Jill IN llwiqlq li llllllip i"l1I ImSS. Y 9 R S-Lfli Vll }4. SSEAS-BUILT Winter Base Points: 4577.9 Winter As -Built Points- 6301.0 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating Points Multiplier Faints Component Ratio Multiplier multiplier Multiplier Points DM x DSM x AHU) 6301.0 1,000 1.078 x 1.160 x 1.00) 0A38 0.950 3535.2 4577.9 0,6274 2672.2 6801.0 1.00 1.250 0.433 0.950 3535.2 FnergyUaugeIm DCA Form 60OA-2001 GnergyUauge(YFIaRFS'2001 FLRCSB v3.2 FORM,60OA-2001 I WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details BASE AS -BUILT WATER HEATING MEN= NNOW Number of X Multiplier Total Tank EF Dumber of X Tank X Multiplier X Credit Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.86 3 1-00 2623.63 1.00 7870.9 As -Built Total: 7870.9 CODE COMPLIANCE STATUS BASE AS - BUILT Cooling + Heating + Hot Water Total Cooling + Heating + Hot Water Total Points Points Points Points Points Points Points Points 13 7=95 2872 7692 24359 10923 3535 7871 4 22329 F A S EnergyGatige "I DCA Form 60OA-2001 EnergyGauge(,WF1aRES'2001 FLRGSB v3.2 FORM 600A-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details AOC R SS: 4 , , F'FRIV1Ii #. 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABG 1.1 Maximum .3 efm/sqA _window area .5 cfm/sq ft_ door area Exterior & Adjacent Walls 6061.ABC.1.21 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wait sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate, Floors 606.1.ABC.1.2.2 Penetrations/openings >118" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1-ABC.1-23 Between walls & ceilings, penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the peurnetc r, at penetrations and searns. Recessed Lighting Fixtures 606-1_ABC.1.24 Type IC rated with no penetrations, sealed; or Type IC or non-IG rated, installed inside a sealed box with 1/2° clearance & 3" from insulation; or Type IC rated with < 2.0 cfrn from conditioned space, tested Multi -story Houses 606.1 ABC .1.2.5 Air barrier an perimeter of floor cavity between floors. Additional Infiltration refits 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have corrabeistion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters G 12.1 Comply with efficiency requirements in 1 able 6-12. Switch or clearly marked grant breaker (electric} or cutoff {gas) must be provided. External or built-in heat trap required Swimming Pools & spas 6121 Spas & heated pools most have covers (except solar heated). Non-commercial pools must have a pump timrr Gas spa & pool heaters must have a minimum thermal Shower heads 612A Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG, Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610, Ducts in unconditioned attics: R_6 min. insulation HVAC Controls 607.1 separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602-1 1 Ceilings -Min, R-19. Common walls -Frame R-11 or CBS R-3 both sidesiICommonceiling & floors R-11. EnergyGaugelm DCA Form 60OA-2001 EnergyGauge0/FlaRES'2001 FLRCSB v3.2 ENERGY PERFORMANCELEVEL S. LAY CARD ESDI'[MA"CED ENERGY ERE'ORMANC'E SCORE* = 85,1 the higher file score, the more efficient the borne. I. New consintction or existing New 12. C;ooling systems 2. Single family or multi -family Single family — a. Cetrtral Unit Crap: 30.0 kfitnllar 3. Number of units, if multi -family I SI3ER: 12.00 _ 4- Number of f1cdrooms 3 b. N/A 5. Is this a worst case? Yes _ 6. Conditioned door area (W) 1692 111 c. NIA 7 Glass area _ type a. Ctear - single pane 152.0 ftl 13. heating systems 1a. Clear - double. pane 0.0 Q, a_ Electric }teat Pump, Crap: 30.0 kFitti/hr c. Ti111fother SI P A, - sim6le pane 0.0 11' IISPF: 7.80 d. `fint='other Sh(>C double pane 0.0 It, b. NIA 8. Floor types a. Slab -On -Grade Fdgc Insulation R -0.0, 1"72.0(p) fi c_ NIA b_ N/A c_ NIA 14_ Ito[ water systcros 9- Wall types a. F-lecltic Resistance Cap: 50.0 gallons a Concicte, lot Insul, Exterior R= 4.1, 956.0 ft EF: 0-86 - b Flame, Wood, Adjacent R-11 0, 230.0 0' b_ N/A c. NIA if N/A C. C:onscivation credits e. PPA hR-heat recovety, Solar i 0. Ceiling types DI III Dedicated heat pump) a. Under Attic R --19.0, 1709.0 it' 15 1IVAC crcchts PT, b. Ni'A C'F Coling flan, C:v Cross vcniilation, c_ NIA Ill' -whole house fan, t 1. Ducns 11"I-Program11 lable'Fhcarnosta1, a_ Sup: Unc. Rcl Unc. All: Garage Sup. R -6.0, 1.0 A RI3-Attic radiant barrier, b_ NIA INIZ C:-Multizone cooling, tv1z-11-Mullizone heating,) i certify that this home has complied Willi the Flottda f?nctgy k".fficicncy (aide I'or Building Construction through the above energy saving features winch vaill be installed (m exceeded) JIIST, in this horse before final inspection 011wlnrse, a lim FIT Display Gard tivill be completed basal on tnstallcd Code compliant fc atnres_ nr r Budder Siz;nahtte: -~ " Late APR , 4 001) AddressofN(,w holm.: 110 BRISTOL FOREST -fR. (_'ity/Fl_,Zip: LAKE MONROE/32747 F 1) va & N01T, At, home's esimmted energy petformanceT serge is only avcriloblc through the HHIRES computer progrutrr_ This is not a Building Energy Rating_ Jjyour score is80 (It-greater(or 86 ,t)r a US hV411)0 1 nergyStar''N(Lsignntion), your home may quahlf , for energt' efficiency mortgage (e'Ethf) incentives you obtain a Florida E,'nergy Gauge Rating, Contact the l;nergy Gauge 1lotlim, at 3211638-1492 or see the Energy Gauge lveb site at xnvtv_fscc.uef edu for inforttrrttion and a list ofcertPied Raters_ For infn-mation about Florida `s Energy 1 fftcu°rtcy Code For Building (onstr-uetion, contact the Department of Community Affairs tat 8S0/487-1824_ F.ncrgyGaugc,K) (Version: FIR( SB 0.2) 10:21 DEL AIN -), 4076614089 NO. 347 P008 RIGHT-J LOAD AND EQUIPMENT SUMMARY Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 1692 09-ADS-02 109 COMMERCE ZTREET, LAKE MARY, F1, 32746-6206 Phone: (407) 831-2665 BUM no i For, CENT EX HOMES iartlt Weather Orlando —AP, FL, US Winter Design Conditions Outside db 38 IF Inside db 70 OF Design Tip 32 IF 9MEZMHL S= Outside db 93 OF Inside db 75 OF Design TD 18 IF Daily range M Relative humidity 50 Moisture difference 43 gr/lb Ieating Summary sensible Gooli Building heat loss 27518 Btuh Structure 19515 Btuh Ventilation air 0 CIM Ventilation 990 Btuh Ventilation air loss 0 Btuh Design temperature swing 10 OF Design heat load 27518 Btuh Use mfg. data n Ratelswing Multiplier 0,98 Infiltration Total sens- equip- load 20095 l3tuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 internal gains 920 l3tuh Ventilation 1474 Btuh Heating Cooling Infiltration 2661 Stuh Area (ft) 1692 1692 Total latent equip. load 5055 Btuh Volume ('Ft3) 13536 13536 Air change our 0-80 0.40 Total ectulipment 25151 Btuh Fquiv, AVF (cfrn) 180 90 load ota capacity at 070% SHRReq. total 2.4 ton Heating Equipment Summary Make TRANE Trade Ffficiency 7-6 HSPF Heating input Heating Output0 Btuh @_ 47'F Heati% temp rise 0OF Actual eating fan 1000 cfm Heating air flow factor 0.036 cW13tuh Space thermostat Cooling Equipment Summary Make TRANE Trade Efficiency 12-1 EER Sensible cooling 20440 Btuh Latent cooling 8760 Btuh Total cooling 29200 Btuh Actual cooling fan 1000 cfm Cooling air flow factor 0.051 cfm/Btuh Load sensible heat ratio 80 % Boldritafic " lues h4ve Peen rmnual)y oveTTIdden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. Page 7 07V26/2003 10421 DEL AIR -, 4076614089 H0.347 P009 RIGHT-J CALCULATION PROCEDURES A, B, C, D Entire House DEL AIR HEATING,AIR CONDITIONING,R Job: 1692 09-05-02 109 COMMERCE STREET, LAKE MARY, FL, 3274&620f, Ptione: (407) $31-2065 1 - VVinter infiltration AVF 0.80 ach x 13536 11' x 0,0167 180 cfm 2, Winter infiltration load 1-1 x 180 GfrT1 x 32 ®F Winter TD = 6353 Btuh 3 Winter infiltration FITM 6353 Btuh 1 190 W Total window 33-4 Btuh/112 and door area Procedure B - Summer Infiltration HTIVI Calculation 1. Summer infiltration AVF 0-40 ach x 13536 ft' x 0.0167 90 cfm 2. Summer infiltration load 11 X90 rfM x 18 'F Summer TD = 1787 Btuh 3. Summer infiltration HTM 17t 7 Btuh 190 ft2 Total window 9A BtuhlW and door area Procedure C - Latent Infiltration Gain 0.68 x43 gr/lb moist diff- x 90 cfm 2661 Btuh Procedure D - Equipment Sizing Loads 1, Sensible sizing load Sensible ventilation load 1A x 50 cfm vent, x 18 F Summer TD W 990 Btuh Sensible load for ,structure (Line 19) 19515 Btuh Sum of ventilation and structure loads 20505 Btuh Rating and temperature swing multiplier x 0.98 Equipment sizing load - sensible 20095 Btuh 2 Latent sizing load Latent ventilation load 0Z9 x 50 Gfm vent. x 43 gr/lb moist-diff- 1414 Btuh Internal loads = 230 Btuh x 4 people + 920 Btuh Infiltration load from Procedure C 2661 l3tuh Equipment sizing load - latent 5056 Btuh Construction Quality is: a No. of Fireplaces is, a BvIdIrtalic a aPu ve been manually. ovenldden Printout certified by ACCA to meet all requirements of Manual 3 7th Ed- Z7 2003t-Mar-26 09:10:33 CC3k Page 4 03/26/2003 10:21 DEL AIR 4 4076614089 NO. 347 U010 RIGHT-J WORKSFLEET Entire House DEL AIR HEATING,AIR COND)TIONING,R Job: 1692 09-05-02 109 COMMERCE STREET, LAKE MARY, FL 32746-6206 Phrase; (407) B31-2665 7tb Ed, 1 Name of morn Entire House FOY BR3 GREAT Rm 2 Length of exposed wall 1720 ft 22,0 ft 35.0 it 20,0 it 3 Room dimensions 70 X ITO ft 15.0 X 16.0 ft 17,171 X 20,0 ft 4 Ceilng-s Condit Option a. 0 It 4eatfac)61 d 80 It heatiml 8-0 11 heaticool 8,0 It heaVcoQl TYPE OF CST HTM Area Load (Btuh) Area Load (Binh) Ama Load (StUh) Area Load (Blub) EXPOSURE NO Htg Clg ft' Htg C19 (fe) Htg Cig ft) Htg C19 M9 C1g 5 Gross a 14B 4,6 2A 1128 56 280 100 Exposed b 12C 2.9 1.9 0 0 u Walls and C 13C 3,2 9L2 248 120 0 0.0 0 0.0 0.0 0 0 0 Q ok D'O 0 0 0 6 Windows and a 1C 37-0 112 4140 0 0 - 32 1183 32 1 lezI gla,fA' doors b BG 37,0 40 1478 0 0 - U U 0 U Heating r- 9G 383 0 0 0 - 0 0 D 0 d Ic 37.0 0 a 0 0 0 0 0 e 7L 20.8 0 0 0 0 0 0 0 0 f 0-0 01 0 0 0 0 0 0 0 7 windows and North 20.4 51 1040 0 0 11 21 32 653 glass doors NE/NW 0.0 0- 0 0 0 0 0 0 0 Cooling EAV 54.4 101 5494 0 0 31 1684 0 0 SFJSW 0.0 0 0 0 0 0 0 0 outhSouth 0.0 0 0 0 0 0 0 Herz 0.0 0 0 0 0 0 0 0 a Other doors a 10D 14,7 9,9 20 294 199 0 294 199 0 a a 0 0 0 b IDD 14.7 9.9 Is 265 179 18 265 179 0 0 0 0 0 0 C 0,0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 9 Net a 14B 4,13 21 950 4405 1959 36 166 74 248 11Q 11 125 590 204 exposed Is lzc W. 9' 119 0 0 0 0 0 0 0 0 0 0 0 0 walls and 0 13CF3,2 1.2 2n 725 269 102 321 lip a 0 a 0 0 0 Partitions d 00 0.0 0 0 0 0 0 0 0 0 0 0 0 0 e (10 0.0 0 0 0 0 0 0 0 0 0 0 0 0 f 0 000 0.0 0 0 0 0 0 0 0 0 0 0 0 0 10 Ceilings a 16D 1.7 2.2 TTUS 269a 3804 77 131 171 208 3$3 463 340 577 757 b 0.0 0,0 0 0 0 0 0 0 a 0 0 0 0 0 C 0.0 0-0 0 0 0 0 0 D 0 D a 0 0 0 1 0.0 00 0 0 0 0 0 0 0 0 U 0 0 0 6 0.0 0.0 0 0 0 0 0 0 0 0 U 0 Q 0 1 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 11 Floors a 27A 25,9 15,0 172 4458 0 22 570 U 1315 9Q7 0 zu 514 U Note: room 4 19C 1.1 0,0 0 0 0 0 0 u 0 0 0 0 U 0 perimeter C 0,0 0 0 0 0 0 0 0 a 0 U 0 0 0 0 is Owl, d 010 0.0 0 0 0 U 0 0 0 U 0 0 0 0 for st,,Ab e 0.0 0.0 0 0 0 0 U 0 0 u 0 0 0 0 floors) f 0,0 0,0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infiltration a 33Al 9,4 150 6353 1787 38 1271 357 32 1070 301 ZI2 1070 301 W Subtotal loss=6+6-,+11+l2 25017 3013 4655 3938 Less external heaVN 0 0 0 0 Less transfer 0 0 a Heating redistribution 0 U D 0 14 Duct loss 10 % 2502 0 IX 30:2 10% 46G 100/1 394 15 Total loss = 13+14 27516 3320 5121 4331 16 Int- gains, People 300 4 1200 0 0 Q 0 3 900 Appl, (0 1200 2 1800 0 0 0 0 0 17 Subtot RSH 17741 1100 2990 2874 Less external cooling 0 0 0 0 Less transfer Q 0 0 Cooling redistribution 0 11 0 0 18 Duct gain 100/1 1774 1, 0 10 298 101/1 287 19 Total RSH gainm(17+18)'PLF 100 19515 1 00 i L-,-2oLto' y11121go 3278 t00 3162 20 Air required (cfm) i IDOO 1000 121 186 L ------- 168 L- 1.57 I 162 Printout cert led by ACCA to meet all requirements of Manual J 7th Ed- 2003-Mar-26 09-1O:33 Page 1 03/26/2003 10:21 DEL AIR -) 4076614089 NO.347 U011 RIGHT-J WORKSHEET Entire use DEL AIR HEATING,AIR CONDITIONING,R Job- 1692 09-05-02 109 GOMMERCE STREET, LAKE MARY, FL 32746-6206 Phone: (407) 831-2W5 I NLIAL J: 7th Ed - Name of Toom KIT WICILDY MOR WIC5,02Lengthofexposedwall31.0 It 6.0 n 22-0 ft ft 33 [ 4 Roorn dimensions 17.0 x 14,0 ft 6,0 X 11,0 ft 1B.0 X 16.0 It 18,0 X 5.0 It Ceilngs Condit, Option 8.0 It beat/ ODO 80 ft heallcool 0 ft heat/cool 0,0 ft heatIC001 TYPE OF CST HTM ATea Load (Btuh) Area Load (Btuh) Area Load (B10) Area Load (Btuft) EXPOSURE NO. Htg Cig ft Htg Gig Htg C19 Htg C-19 V) Htg CW 5 Gross 1 148 4,6 2.1 248 48 170 40 Exposed b 12C 2,9 1.9 0 0 walls and Q isc 12 1-2 0 0 0 0 partitions d 00 ro 0 0 0 0 0a000.0 0 0 0 f 0.0 D,O 0 o 0 0 6 VI/indows and a 1C $7,0 0 0 0 32 1183 0 G glass doors b 6C 37-0 40 1478 0 0 0 a 0 u Heating c OC 38.7 0 0 0 0 0 0 0 0dIC37-0 0 0 U 0 0 0 e 7L 20.8 0 0 U 0 U 0 0 f 1 010 0 0 0 0 0 0 0 0 7 Windows and Nwh 20A 1 19 0 1 21 0 0 0glassdoorsNEJNW0.0 0 0 0 0 0 0 Q Cooling ENV 54A 9 2126 0 a 31 1694 0 0 SEISVY 0A 0 0 0 0 0 0 0 South 0,0 0 0 a 0 0 a 0 0 HQrz 4999 0-0 ID a 0 0 0 0 0 a 8 Other docirs a inD 14.7 9-9 0 0 0 a D 0! 0 0 0 0 0 b 10D 147 0 0 0 0 0 U Q 0 0 0 0 0 0.0 D'o 0 0 0 0 0 0 0 0 0 0 a 0 9 Net a 148 4,13 2,1 208 958 425 46 221 09 144 664 297 40 184 82 exposed b 12C, 2.9 1 9 0 0 0 0 0 0: 0 Q 0 0 0 0 walls and c 13C 12 1.2 0 0 0 0 0 0 0 0 0 0 0 0 parilbons d 0-0 0.0 0 0 0 0 0 0 0 0 0 0 D 0 ee 0-0 00 0 0 a 0 0 0 0 0 0 0 0 0 ff 00 0.0 0 0 00 0 0 0 0 0 D 0 10 Ceilings a 16D 1-7 2-2 238 404 530 66 112 147 28a 488 641 90 155 2D0 b 00 0.0 0 0 a 0 0 0 0 0 0 0 0 c 0.0 0.0 0 0 0 0 0 0 0 0 00 0 0 0 d 0.0d 0.0 0 0 0 0 0 Q 0 a 0 0 U 0 e 0-0e 00 0 0 0 0 0 0 0 0 1) 0 U U ff 00 10 D U 0 0 0 0 0 00 0 0 0 11 Floors a 22A 25.9 0.0 31 804 0 6 156 0 22 570 0 5 130 0 Note: room b 19G 1A 0.0 0 a a 0 0 0 0 0 0 0 0 0 Perimeter c 0.0 010 0 0 0 0 0 0 0 0 0 0 0 0 is displ, d 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 for slab e 0.0 0-0 0 01 0 D 0 0 0 0 0 0 0 0 floors) f 00 0.0 0 0 0 0 0 0 0 0 0 0 0 0 12 Infillration a 33,4 9,4 40 1337 375 0 0 0 32 107Q 3Q1 0 0 0 13 Subtotal Icizz=G+ 6-+11 +12 4981 489 3975 457 I-OrA extwnil heating 0 0 0 0 Less transfer 0 0 0 Heating redistritaution 0 a Is 0 14 Doct loss 10% 498 10% 49 a' 3v 10% 47 15 Total loss ® 13.14 5460 538 4372 513 15 Int goin% People 300 0 0 0 0 1 300 0 0 Appl. @ 1200 1 1200 1 6010 0 0 0 0 17 SuMot RSH grin--7+8-+124 It$ 4679 846 3244 2B3 Less extomal cooling 0 0 Less transfer 0 0 0 Cooling re distribution 0 0 a 0 18 Duct gain 0 'A 466 104 85 10 324 I 10114 28 19 ToblRSI-Igain(17+1a)'PLF 1,00 5147 1.00 356 1,00 311 20 Air requicud (,;fn-i) 199 264 L 20 4$ 159 13111 Printout certified by ACCA to meet ali requirements of Manual J 7th Ed. Rlght-SuiteReslderstial-S-5-06RSR2Wl3 200:t-Mar-26 U9:10::33 105NE iFihs niex Z00211 16B2.r3r trage 2 W126120W 10:21 DEL AIR > 40Y6614089 NU. 347 IdU12 RIGHT-J WORKSHEET Entire House DEL AIR HEATINGAIR CONDITIONING,11 Job: 1692 09-05-02 109 COMMERCE STRF-T, LAKE MARY, FL 32746-5206 Phone: (407) 631-2665 tvtANUAL J: 7th Ed, Name of roam METH 0.0 ft SP-2 31,0 ft BTH 0.0 ft1213 Length of exposed wall Room dimensions 6,0 x 14o ft 180 X 15.0 ft 6.0 X 8.0 ft 4 ceilnedit. dit, Option 80 ft hoaticooll 8-0 ft he-atrcool8-0 ft heal/cool TYPE OF CS'T HTM Area Load (Btuh) Area Lwd (Btuh) Am Load (Btuh) Am EXPOSURE NQ. HtQ Gig (W) Hlg cig M Rig Clg M9 Gig Hv Og 5 is a 1413 4.6 21 0 120 0 Wd b 12C 2-9 1.9 0 ri, and '- 13C 3.2 12• 128 0 parfibous d 0,0 0,0 0 0 0 0' 0 O'cl 0 0 0, 0 0.0 0 5 VVIndows and a 1C n.0 - 0 0 16 591 0 glass doors b 8C 37,0 0 0 0 0 0 0 Heating c 9C 383 0 0 0 0 0 Q of I C37.0 0 0 0 0 a 0 o 7L 20,0 0 0 0 0 0 0 0 0 0 0 7 Windcwvs and North 20.4 00 16 326 0 0 glass doors NEINW 0.0 0 0 0 0 0 0 Cooling FjW 54.4 0 0 0 0 00 0 susw0.0 U 0 0 0 0 South 0.0 0 0 0 0 0 0 Herz 0.0 0 0 U 0 0 0 8 Otherdoors a 10D 14.7 9.9 0 0 0 0 0 0 0 0 b 11 (00) TED1479.9 0 0 0 0 0 0 0 a 0. 0 00 ------ 0 1a0 0 0 Ci 0 0 0 9 Net a 146 44 2,1 01 0 0 104 479 214 0 0 0 expose4 b 120 2.9 1.0 0 0 0 0 0 a a 0 0 walls and C ix 12 1-2 0 0 0 128 403 150 0 a 0 partitons d 0-0 0-0 0 U a 0 0 0 0 D 0 e 0,0 0-0 0 0 a 0 0 Q 0 0 Q f 0.0 0.0 U 0 0 0 a 0 0 0 0 10 Ceilings a 16D 1-7 2.2 84 142 187 270 456 601 48 1 107 b U.Q 010 0 0 0 0 0 0 0 0 0 C D'O 0.0 0 0 0 0 0 0 0 0 0 d 0'0 0,0 0 0 0 0 0 0 0 0 0 e 60 0,0 0 0 0 0 0 0 0 a 0[ f 0-0 0.0 0 0 0 0 0 0 0 0 01 11 Floors a 22A 2 0,0 0 0 0 31 804 0 0 D 0 Note, mom b igG m o.0 0 0 0 0 0 0 0 0 0 penmeter C 0 0 0.0 0 0 0 0 0 0 0 X5.9 is dislal. d 00 0,0 a 0 0 0 a 0 U 0 0 for slab e U 0.0 0 0 0 0 0 U 0 0 0 floors) f 0.0 (1.0 0 0 0 0 0 12 infiltration a 33A 9A 0 0 0 10 535 15D 0 0 13 Subtotal 142 2270 81 Less external heating 0 0 0 Lem transfer 0 Q 0 Heating redi5tribu4ion 0 a 0 14 Ducl loss 10 oA 14 - I n % 327 - 10% 8 A is Total lo-1,S = 13+14 157 - 3597 90 10 Int. gains; People @ 300 0 0 e 0 0 Appl- a 12Q0 0 0 0 0 Q 0 17 Subtot RSH pain=7+ B.,+12+1 155 187 14-42 107 Less Wernall woling 1) 0 0 Less tr-aneW0 0 0 CoQllng redistnbufion 0 0 18 Due[ gain 10% 19 10 144 1074 191 Total RSHqiain®(11-18)'PLF 1-00 206 100 15W 1,00 20 AIF required (Cftn) - 6 11 81 Printout certified by ACCA to meet all requirements of Manual J 7th Edo RigM- StAftResiderifl;ai-5.5.06RSR26013 2003-Mar-26 09:10:33 2002\ 1 BSZ1592,rsr Page 3 03/26/2003 10:21 DEL AIR --) 4076614089 NO, 347 P013 RIGHT-J WINDOW DATA DEL AIR HEATING,AIR CONDITIONING,R Job: IG92 OMS-02 109 COMMERCE STREET, LAKE MAPY, FL 32745-6206 Phone: (407) 831-2665 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 FOY Z-1ml, a n e a c n 0 d 1 1 90 tO 1.4 tD 5.0 54.4 32-0 1-0 GREAT RM a n n a c n 0 d 1 1 90 10 1-4 tO 5,0 20.4 32.0 0.0 KIT b n w a c n 0 d 1 1 90 1.0 t4 tO 7-0 54-4 40,0 0.9 WIC/LDY MBR a n w a c n 0 d 1 1 90 10 1.4 1,0 5.0 54.4 32.0 1.0 is MBTH BR2 a n s a c n 0 d 1 1 90 1-0 1.4 to 5.0 M4 16,0 16.0 BTH wrightSoft Right-SuiteResl<iernialTmS,5,06RSR26013 2W3-Mar-26 09:10'-33 AC(;k F-:\File3ZenteX2002i169211692,rsr Page I Job Truss i Tru. 53906980 icil JAG Universal Fore.,,t Prodbcts, Inc., Burk, i M NC 2721-51-Jeff Kerr y Centex-Orlando/1692A/isk/4-14-3 10 11 I I 1 Job Reference (optional) 5. 000 s Feb 20 2003 MiTek Industries, Inc, Sat Apr 19 12-17:11 2003 Page 1 G Scale . 1 4 7 0 11-11 3x4 - 0-11-11 LOADING ( psf) SPACING 2-0-0 CSI DEFIL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.07 Vert(LL) n/a n/a T120 245/193 TCDL 10 0 Lumber Increase 125 BC O 00 Vert(TI-) 0,00 A >999 BCLL 0.0 Rep Stress Incr YES 1 WB 0.00 Horz(TL) -0.00 C n/a BCDL 10.0 Code FB C2 0 01Matrix) J 1st LC ILL Min I/defl - 240 Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 0-11 - 11 oc purlins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( Ilb/size) C=-1 1 /Mechanical, B-1 38/0-8-0, D-9/Mechanical Max Hotz B=35(load case 4) Max UpliftC=-1 3(load case 5), B-89(load case 4) Max Grav C=28(load case 4), B-1 38(load case 1), D-9(load case 1) FORCES ( lb) - First Load Case Only TOP CHORD A-13-22, B-C-28 BOT CHORD B-D-0 NOTES ( 3) 1) Wind: ASCE 7-98per FBC2001; 110mph; h-15ft;TCDL-6,0psf; BCDL-6.Opst; occupancy category ll; exposure B I enclosed; MW FPS 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 to uplift at joint C and 89 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. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/ Job: 1692 A RF Date Req:04/25/2003 Draw No:53906980CJ1 Job Truss 53906980 Burlington, NC 27215, Jeff 10 ! I I I Job Reference s FebZb 2003 Mifek industries, It Apr 19 12:17:11 2003 Page Scale - 1,7.9 LOADING (psf) SPACING 2-0-0 CS] DEFL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) n/a n/a 1 TL20 245/193 TCDL 10.0 j Lumber Increase 1,25 BC 0.03 Vert(TL) 0.01 A >999 BCLL 0.0 i Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 (Matrix) 1st LC LL Min I/defl — 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-11 -11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=57/Mechanical, 8-204/0-8-0, D=26/Mechanical Max Horz B-63(load case 5) Max UpliftC--52(load case 5), B--80(load case 4) FORCES (to) - First Load Case Only TOP CHORD A-B-22, B-C--43 BOT CHORD B-D-0 NOTES (3) 1)Wind: ASCE 7-98 per FBC2001; 110mph; h-15ftJCDL-6.0psf; BCDL-6.Opsf; occupancy category 11; exposure B: enclosed ;MW FRS gable end zone; cantilever left and right exposed ; end vertical left and tight 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 to uplift at joint C and 80 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and doe: 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:53906980CJ3 Truss Truss Type QtyJob Ply Centex -Oil 53906980 CJ5 (JAC18 11 I Job Refere versa) ForestProciucts,inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 Inc. Sat Apr 19 12:17:11 2003 Page 3x4 4- 11-11 LOADING ( psf) SPACING 2-0-0 CS1 DE FL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 125 T, 0,24 Vert(LL) n/a n/a TL20 245/193 TCDL 10.0 Lumber Increase 1.25 BC 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 Weight: 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. REAL- nONS (lb/size) C=126/Mechanical, B=275/0-8-0, D-46/Mechanical Max Herz B-1 00(load case 5) Max UplittC-94(loacl case 5), B-69(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22, B-C-41 BOT CHORD B-D-0 NOTES ( 3) 1) Wind: ASCE 7-98 per FBC20011; 110mph; h_15ft:TCDL-6.0psf; BCDL_6.0psf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1 .60 plate grip DOL-1 .33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint C and 69 lb 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 verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilrtl 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/ Job: 1692 A RF Date Req:04/25/2003 Draw No:53906980CJ5 Job Truss- Truss Type Qty 1 Ply Centex-Oi lando/I 692AJjsk/4-14-3 53906980 !IEJ5 JACK Job Reference (optional) universal Forest Products,lnc., Burlington, NC 27215, Jeff 5'-,bobsFeb 20 2003 MiTek Industries, inc, Sat Apr 19 12:17:12 2003 Page I 0 1- 0-0 5-00 1- 0- 0 5 OO /I 5 00 ' -IT LOADING ( psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl TCLL 20.0 Plates Increase 125 TC 0-24 Vert(LL) n/a - n/a TCDL 10.0 Lumber Increase 1.25 j BC 0A0 Vert(TI-) 0 05 A 348 13CLL 0.0 Rep Stress Incr YES i WB 0.00 Horz(TL) 0.00 C n/a BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/clef I — 240 LUMBER TOP CHORD 2 X 4 SYR No.2 BOT CHORD 2 X 4 SYP No.2 REACTIONS ( lb/size) C-127/Mechanical,B 276/0-8-0,D-46/Mea)anicaI Max Herz B-1 00(load case 5) Max LlpliftC--94(load case 5), B=-69(load case 4) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22, B-C-41 BOT CHORD B-D=O 9 PLATES GRIP TL20 245/193 Weight: 17 lb BRACING TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES ( 3) 1) Wind: ASCE 7-98 per FBC2001 110mph; h=15ft;TCDL-6.Opsf; BCDL=6.Opsf, occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL=1 .33, 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint C and 69 lb uplift at joint B. 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. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/ Job: 1692 A RF Date Req:04/25/2003 Draw No:53906980EJ5 I Job Truss Truss I53906980 IEJ7 JACK Universal Forest Prodiicts,h6c., Burlingto W 5M0 s Feb 20 _206_3 x-Orlandol I 692A/jsk/4-1 rerence(opponai)_ stries, Inc. Sat Apr 19 12:17:12 2003 Page 1 A? 3x4 Scale - 1 15,; LOADING (psf) i SPACING 2-0-0 CS] DEFIL in loc) Wefl PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.55 Vert(L-L) n/a n/a TL20 245/193 TCDL 10,0 Lumber Increase 125 BC 0.20 Vert(TL) 0.17 A >93 BCLL 0.0 iRep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a BCDL 10,0 Code FBC2001 Matrix) 1st LC LL Min I/defl - 240 Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C-190/Mechanical, B-352/0-8-0, D-66JMechanical Max Horz B-1 37(load case 5) Max UplittC--135(load case 5), B--62(load case 4) FORCES (to) - First Load Case Only TOP CHORD A-B-22, B-C-61 ROT CHORD B-D-0 NOTES (3) 1)Wind: ASCE 7-98 per FBC2001; 110mph; h-15ft;TCDL=6,Opsf; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed; 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 135 lb uplift at joint C and 62 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer, LOAD CASE(S) Standard J 11111!111pil I iiiliiiil!iiiiiiij illillill OW411111Mt" Job I Truss Truss I ype 53906980 iHI HIP Universal Forest Products,inc., Burlington, NO40 1-0-0 4-6-4 7-0-0 12 3-7 1 0-0 4-6-4 2-5 12 53-7 y I Centex-Orlando/l 5.000 s Feb 20 2003 17-5-2 22 6-14 5-1-11 5-1-11 5-1-11 Job Reference (optional) A Industries, Inc. Sal Apr 19 13:25:37 2003 Page 3300- I 35 5- 1240-0 041-0;0 I__'_ , 53-7 25-12 4-6-4 1-0-0 Scale - I 7X10 7X10 5x6 5X8 2X.5 I 5x6 -.= 5X65 00 12 E F G I i i 2x3 T2 T13 W f I C WP W1wi W?, wl Nor K wl wr w 3 L T A u T S R Q P 0 N 5X6 500 M1118H- 5X8 5X6 = 5x6 = 5x6 5x6 5X10 Mill 8H 7 1-12 226- 14 278-9 40 32-10A 0 7-1-12 5- 1-11 5-1-11 5-1-11 5-1-11 5-1-11 7-1-12 Plate Offsets (X,Y): [ 13:0-2-7,Eclge , tD:0-3-12,0-4-41, [J:0-3-12,0-4-4], 1-:0-2-7, Edge] LOADING (psf) SPACING 2- 0-0 GSI DEFT in loc) Wet] PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0,83 Vert(LL0.93 Q-R >51 0 TL20 245/193 TCDL 10,0 Lumber Increase 1.25 BC 0.93 Vert(TL) -1.53 Q-R >308 BCLL 0.0 Rep Stress Incr NO WB 0.70 H,,,(TL) 0.27 L n/a BCDL 10,0 Code FBC2001 1st LC LL Min I/defl 240 Weight: 250 Ila LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 1-8-3 oc purlins. T2 2 X 6 SYP No.2, T3 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. BOT CHORD 2 X 6 SYP No.1 *Except* B2 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 *Except* W1 2 X 4 SYP No 2, Wl 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 REACTIONS (lb/size) B-3309/ 0-8-0, L-3309/0-8-0 Max Herz B-75(load case 5) Max Uplift B-939 (load case 2), L=-939(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-13=26, B-C-7372, C-D-7387, D-E--1 0163, E-F-1 1707, F-G-1 1707, G-H--1 1707, H-6-1 1726, I-J_-1 0159, J-K=-7388, K-L=-7372, L-M=26 BOT CHORD B-U=6690, T-U=6864, S-T=6864, R-S-1 0161, Q-R-1 1726, P-Q=10157, O-P-6865, N-0=6865, L-N=6691 WEBS D-U=1 78, J-N=l 79, C-U=1 94, D-S=3740, E-S_-1 565, E-R=1 760, G-R-629, H-R=-21, H-Q-634, LQ=1 786, I-P=-1 570, K-N-1 95, J-P=3734 NOTES (8) 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 D0L=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 939 lb uplift at joint B and 939 lb uplift at joint L. 6) Girder carries hip end with 7-0-0 end setback 7) Special hanget(s) or connection(s) required to support concentrated load(s) 385.01b down and 258.21b up at 33-0-0, and 385.011b down and 258.21b up at 7-0-0 on top 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 at 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 CASES) Standard 1) Regular: Lumber Increase-1, 25, Plate Increase=1.25 Uniform Loads (pit) Vert: A- D=-60.0, D-J=-125.0, J-M=-60,0, B-L-41.7 Concentrated Loads (1b) Vert: D=- 385,0 J- 385 0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH1 Job -':Truss Truss Typr: gty Ply Centex-Orlando/I 6132A/IsK/4-14-d 53906980 H2 HIP TRUSS, I Job Reference optional) Universal -- Forest Products,lnc,, Burlington, NC ---- 27-2-15, Jeff Kerr 5,000 s Feb 20 2003 MiTek Industries, Inc, Sat Apr 19 12:17:12 2003 Page 11-0-0 5-9-1 9-0-0 165-3 23-6-13 31-0-0-- 34-2-15 400 4 1 - -0-1,00-I 1-00 5-9-1 3-2-15 7-5-3 7-1-11 7-5-3 3-2-15 5-9-1 1-0-0 Scale - 1: 5X6 3x6 3x8 3x6 5.00112 1) E! F Q 5x6 H P 0 N M L 3x8 3X10 M1116H 3X6 300 M11181 i US 5-9-1, 5-9-1 3-4-11 Plate Offsets (X,Y): D:0-3-0,0-2-41, [1-1.0-3-0,0-4' LOADING (psf) SPACING 2-0-0 TOLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1,25 BCLL 0.0 I Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1653/0-8-0,J-1653/0-8-0 20-00 30-10-4 ... 34-2-15 1 4 - 0-0-0- 10-10-4 10-10-4 3-4-11 5-9-1 CSI DEFL in loc) I/clefl PLATES GRIP TC 0.54 Vert(LL) 0.35 N >999 TL20 245/193 BC 0.97 Veu(TL) -0.78 L-N >608 WB 0.64 Horz(TL) 0.20 i n/a Matrix) 1 st LC LL Min I/clef I - 240 Weight: 186 lb BRACING TOP CHORD Sheathed or 2-9-14 oc purfins, BOT CHORD Rigid ceiling directly applied or 6-8-15 oc bracing. WEBS 1 Row at midpt E-P, G-L Max Herz B-90(load case 5) Max UpliftB--344(load case 2), J=-344(load case 3) FORCES (to) - First Load Case Only TOP CHORD A-B=22, B-C=-3354, C-D=-3150, D-E-2917, E-F-4077, F-G=-4077, G-H-2917, H-I=-3150, I-J=-3354, J-K=22 BOT CHORD B-P=3001,0-P-3974,N-0-3974,M-N-3974,L-M-3974,J-L=3001 WEBS D-P=845,H-L=845,C-P--140,1-L--140,E-P=-1192,E-N=150,G-N=150,G-L--1192 NOTES (6) 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC2001 " I 10mph; h_1 5ft; TCDL-6,Opsf; BCDL-6.Opst; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1.60 plate grip DOL-1,33, 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint B and 344 lb uplift at joint J, 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 5390699tS Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH2 Job Truss 53906980 H3 Universal Forest Products, i russ i ypo H SS ngron, r\A u zrzi5, jeff 12 Job Reference (option s Feb 20 2003 MiTek Industries, Inc. Sat 41 12:17:13 2003 Page 1 1-0-0 6-10-4 1-00 6-1 0-4 0 11-00 17-00 23-0-0 29-0-0 33 1-1< 4-1-12 6-0-0 60-0 6-00 4-1-12 5X6 5x8 - 5X6 3x7 0 N M L K 300MMBil 3x6 - 3x8 3xe 3X10 M1118H 6 10-4 11-1-12 6-10-4 4-3-8 Plate Offsets (X,Y): ID:0-3-0,0-2-41, ff:0-4-0,0-3 LOADING (psh SPACING 2-0-0 TCLL 20.0 Plates Increase 1,25 TCDL 10.0 Lumber Increase 1.25 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B-1653/0-8-0,1-1653/0-8-0 8-10-4 0-3-0,0-2-41 CS1 TC 0.54 BC 0.86 WEI 0.80 Matrix) a DEFIL in (loc) I/defl Vert(ILL) 0.26 M 999 Vert(TL) 0.58 B-O 812 Horz(TL) 0,17 1 n/a 1 st LC ILL Min I/def I — 240 40-0-0 41 -0-P 6-10-4 1-00 Scale - I BRACING TOP CHORD Sheathed or 3-0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-4 oc bracing. Max Harz B-1 06(load case 4) Max UpliftB-317(load case 2), 6-317(load case 3) FORCES (to) - First Load Case Only TOP CHORD A-B-22, B-C-3291, C-D-2975, D-E-2721, E-F-3328, F-G-2721, G-H-2975, H-1-3291, I-J-22 BOT CHORD B-0=2961, N-0=3279, M-N=3279, L-M-3279, K-L=3279, I-K=2961 WEBS D-0-836, G-K=836, C-0-316, H-K-316, E-0-712, E-M-90, F-M=90, F-K-712 NOTES (6) 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 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 317 Ila uplift at joint B and 317 lb uplift at joint 1, 6) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design Information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard AMER M WWI Job Truss __ Truss Type City Ply I Centex-Orlando/1 53906980 H4 !COMMON ,. 2 1 1 Job Reference (o Universal Forest Products,lnc., Burlin 215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc. 0 7 1 3 _ 13-0 0 I 27 0 0 32-10 13 1-0-0 7-1-3 5-10-13 14-0-0 5-10-13 a 5x6 2x9 5x6I', L7 F F NMI Sat Apr 19 12:17:13 2003 Page 10-00 41-010 7-1-3 1-0-0 Scale - t 3x7 N M L. K J ix, _.. 3x6 =-- 3x8 -- 3x8 3x8 3x6 =- 10-314 2000 2982 r 4000 10-3-14 9-8-2 9-8-2 10-3-14 Plate Offsets (X,Y): [D:0-3-0,0-2-41, [F0-3-0,0-2-4] LOADING ( psf) I SPACING 2-0-0 I 1 DEFL in loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.22 L >999 TL20 245/193 TCDL 1 O 0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.50 L-N >944 BCLL 0.0 Rep Stress Incr YES j W B 0,24 i Horz(TL) 0.15 H n/a BCDL 10.0 =;; Code FBC2001 Matrix) ( 1st LC LL Min I/deft — 240 Weight: 189 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-4 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-1 oc bracing. WEBS 2 X 4 SYP No,3 REACTIONS ( lb/size) B-1653/0-8-0, H=1653/0-8-0 0 Max Horz 8=122(load case 4) Max UpiittB--290(load case 2), H=-290(load case 3) FORCES ( lb) - First Load Case Only TOP CHORD A-B=22, B-C=-3309, C-D=-3016, F-G=-3016, G-H-3309, H-1=22, D-E=-2893, E-F=-2893 BOT CHORD B-N=2976, M-N=2500, L-M=2500, K-L=2500, J-K=2500, H-J=2976 WEBS C-N=-342, D-N=496, F-J=496, G-J=-342, E-L=-430, D-L=498, F-L=498 TES ( 5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 110mph; h=15ft; TCDL=6.0psf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1,60 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 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 perANSIrf PI 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 Customer No: 11045 Customer Name: CENTEX HOMES + No: 53906980 lob Truss Truss Types. Qty Ply Centex-Orlando/1 692A/IsK/4-14- 3 53906980 H5 CO i2 1 Job Reference (optional) Universal Forest Products,Inc., Burlington, NC 27215, Jeff Kerr 5.000 s Feb 20 2003 MiTek Industries, Inc, Sat Apr 19 12:17:14 2003 Page 1 1 .0,0 7-1 3 15-0-0 25-0-0 32-10-13 411-00 1-0-0 7 1-3 7-10-13 10-0-0 7 10-13 7-1-3 1-00 Scale - 1 68 E I 2x3 11 5x6 30 N M L K J 3x6 --- 3x8 3X8 3X8 3X6 Iv 0 10314 20-00 29-8-2 40-0-0 10.3-14 9-82 9-82 10-3-14 Plate - -Offsets (X,Y): C:0-4-0,0-3-01, [D:0-3-0,0-2-41, [F:0-3-0,0-2-41, [G:O 4-0,0-3-01 LOADING (psf) SPACING 2-0-0 j I DEFIL in Ioc) I/defI PLATES GRIP TOLL 20.0 Plates Increase 125 1 TC 0.61 Vert(LL) -0,20 L >999 1 TL20 245/193 TCDL 10,0 i, Lumber Increase 125 I BC 0.78 Vert(I-L) -0,47 L-N >998 BCLL 0.0 Rep Stress Incr YES WB 020 Horz(TL) 015 H n/a BCDL 10,0 Code FBC2001 j (Matrix) 1st LC ILL Min I/cleif — 240 Weight: 193 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-0-11 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-9-2 oc bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) B=1653/0-8-0,H-1653/0-8-0 Max Horz B-1 38(load case 4) Max Uplifffl=-313(load case 4), H-313(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,B-C--3333,C-D=-3011,F-G--3011,G-H--3333,H-1=22,D-E--2479,E-F--2479 BOT CHORD B-N-3004, M-N=2322, L-M=2322, K-L-2322, J-K-2322, H-J-3004 WEBS C-N--421, D-N=620, F-J=620, G-J--421, E-L--208, D-L=252, F-L=252 NOTES (5) 1) Unbalanced root 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 ]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 .31 3) Provide adequate drainage to prevent water ponding. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint B and 313 lb uplift at joint H. 5) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise 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. .. ..... .. ....... . .... ... ............ ................... . .. . .. Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 5390698* Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH5 Job !Truss Truss Type Qty 1 Ply Centex-Oriando/1692A/Isk/4-14-3 53906980 1-16 OCOMMON0N CO27215, 7000 2 it Job Reference (optional) Universal Forest Pioducts,Inc., Burlington, Jeff K., a Feb 20 2003 MiTek Industries, Inc. Sat Apr 19 12:17:15 2003 Page I f- O-o 7 1 3 138 1 17-0-0 23-0-0 26-3-15 32-10-13 40 01-011111141-0 0 1- 0-0 7 1 3 6-6-13 3-315 60-0 3-3-15 6-6-13 7-1-3 1-00 Scale - 1,68 6 5 00 112 5X6 5x6 E F 30= 0 N M L K 3x6 - 3x8 500 3X8 3x6 I i 29-8-2 10- 314 9-8-2 9-82 Flat - eOffsets (X,Y): D:0-4-0,0-3-0], [E:0-3-0,0-2-4], F:0-3-0,0-2-4], [G:0-4-0,0-3-0] LOADING ( psf) SPACING 2-0-0 CS4 DEFIL in (loc) I/defl TCLL 20.O Plates Increase 1.25 TC O.52 Vert(LL) 0.20 M 999 TCDL 10.0 I Lumber Increase 1.25 BC 0.78 Vert(TL) 0.46 M-0 999 BCLL 0.0 Rep Stress Incr YES WEB .3.1Horz(TL) 015 1 n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min I/detl - 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No,3 REACTIONS ( lb/size) 8=1653/0-8-0,1-1653/0-8-0 40- 0-0 10- 3-14 PLATES GRIP TL20 245/193 BRACING TOP CHORD Sheathed or 3 0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-8 oc bracing. WEBS I Row at midpt D-M, G-M Max Horz B= 1 54(load case 4) Max Uplitffl--333(load case 4),I--333(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22,B-C--3323,C-D=-3011,D-E--2143,F-G--2143,G-H=-3011,H-1--3323,1-J=22,E-F--2166 BOT CHORD 8-0-2993, N-0-2425, M-N=2425, L-M-2425, K-L-2425, I-K-2993 WEBS C-0-3891 D-0=546, D-M-651, G-M-651, G-K=546, H-K--389, E-M-575, F-M=575 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,Opst; BCDL-6.Opsf; occupancy category 11; exposure B; enclosed-,MWFRS gable end zone; cantilever left and right exposed ; end vertical left and light exposed;Lumber DOL=1.60 plate grip DOL=1 .33. 3) Provide adequate drainage to prevent water poncling, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 to 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 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 cerlification of the truss designer. LOAD CASE(S) Standard i Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/ Job: 1692 A RF Date Req:04/25/2003 Draw No5390698OH6 11 Job Truss iTruss Type 53906980 lH7 IUUMMUN Universal Forest Products,Inc., Burlington, etfKe,r 1-0-0 7 1-3 13-8-1 19-0-0 1-00 7-1-3 66-13 5-3-15 ly I Centex 2 11 Job Reference (optional) 5.00 1 0 1 s - Feb 20 - 2003 M I i - TekIndustries, Inc. Sat Apt 19 12:17:15 2003 Page 1 21 -0-0, 26-3-15 32-10-13 40-00, 4fl -0 9 2-00 5-3-15 6-6-13 7-1-3 1-0-0 scale - 1 68.6 5.00112 5X6 - 5x6 E F IQ Ici 0 3x7 = 0 N U6 — 3x8 10314 i 200-0 103-14 98-2 Plate Offsets (X,Y)i D:0-4-0,0-3-01, [E:0-3-0,0-2-41, F10-3-0,0-2-411 [G:O LOADING (psf) SPACING 2-0-0 CSI TOLL 20.0 i Plates Increase 125 i TC O.53 TCDL 10.0 Lumber Increase 1,25 BC 0.78 BCLL 0.0 Rep Stress Incr YES WB 0.38 BCDL 10,0 Code FBC2001 Matrix) LUMBER TOP CHORD 2 X 4 SYP No2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) B-1653/0-8-0, 1-1653/0-8-0 Max Horz B=170(load case 4) Max Uplitt!3-352(loacl case 4),I--352(load case 5) M 502 298-2 9-B 2 L K 3x8 : 3x6 4000 10-3-14 DIEFIL in lac) I/defl PLATES GRIP Vert(LL) -0.20 M >999 TL20 245/193 Vert(TL) -0.46 M-0 >999 Horz(TL) OAS I n/a 1st LC ILL Min I/clefl - 240 Weight:206lb BRACING TOP CHORD Sheathed or 3-0-7 oc putlins. BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing, WEBS I Row at midpt D-M, G-M FORCES (lb) - First Load Case Only TOP CHORD A-B-22,B-C=-3319,C-D=-3012,D-E--2116,F-G=-2116,G-H--3012,H-I--3319,1-J=22,E-F--1963 BOT CHORD B-0-2988, N-0=2435, M-N=2435, L-M-2435, K-L=2435, I-K=2988 WEBS C-0-376, D-0-537, D-M-735, G-M-735, G-K=537, H-K-376, E-M-591, F-M-591 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Omph; h-15ft; TCDL=6.Opsf; BCDL=6.Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed I end vertical left and right exposed1uniber 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 I. 5) 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 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH7 Job 53906980 ss ;Truss Typu rwest Perodu'cts,Inc._, Burlington, NC 27215, Jeff Kerr 5.01 00S Qty Ply 1 Centex -Orland, IL! Job Reference eb 20 2003 MiTek Industries, IF Apr 19 12:17:16 2003 oM 0 1- 0-0 6-11 9 100-0 13-0:0-,-, -2-6-2-4 33 0 0 40 0 0 4j1-o i 01- 0-0 6 11 9 3-0-7 3-0-0 6-6-4 6-8-0 6-9-12 7-00 1-0-0 Scalo, - 1 69.7 500 12 9.6 , 3.8 3x6 - 54 = 3x7 Q p 0 N M L. 300 Men8H 3x6 M -: 3x6 3x8 -- 300 WHIM 10- 00---- 196-4 26-2-4 40 10- 0-0 9-6-4 68-0 680 7-1-12 Plate _ Offsets -_(X_ Y): [1:0-3-0,0-2-4] LOADING ( psf) SPACING 2-0-0 CSI DEFIL in loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0,76 Vert(LL) 0,50 N-0 >950 TL20 245/193 TCDL 10.0 i Lumber Increase 125 BC 0,85 Vert(TL) -0.99 O-Q >478 BCLL 0.0 Rep Stress Incr YES i WB 0,84 Horz(TIL) 022 J n/a BCDL 110.0 Code FBC2001 Matrix) 1st LC LL Min I/clef I = 240 Weight: 185 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-3-4 oc purlins. BOT CHORD 2 X 4 SYP No.1 BOT CHORD Rigid ceiling directly applied or 6-3-2 oc bracing. WEBS 2 X 4 SYP No,3 WEBS I Row at rnidpt H-L REACTIONS ( lb/size) B=1653/0-8-0,J-1653/0-8-0 Max Herz B-97(load case 5) Max UpliftB=-257(load case 3), J=-444(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22, B-C=-3326, C-D-3052, E-F-5297, F-G-4761, G-H-4761, H-I=-3084, I-J-3396, J-K-22, D-E=-3042 BOT CHORD B-Q-2975, P-Q-4576, O-P-4576, N-0-5297, M-N=4761, L-M-4761, J-L-3039 WEBS I-L-91 1, D-Q=2195, E-C-2540, C-Q-282, E-0=792, F-0-1 69, F-N--586, H-1 H-L_-1 836 NOTES ( 6) 1) Unbalanced root live loads have been considered for this design, 2) Wind: ASCE 7-98 per FBC20011 I 10mph; h-15ft; TCIDL-1 BCDL-6.0i occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber D0L=1 .60 plate grip DOL=1 .33, 3) Provide adequate drainage to prevent water ponding. 4) All plates are TL20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 to uplift at joint B and 444 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/ Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH9 53906980 H10 M st Products, Inc., Burlington, loly-- iCentex-oilarido/1692A/jsk/4-14-3 1 Job Reference (optional) 5,000 s Feb 20 2003 Mifek Industi ies, Inc. Sat Apr 19 12:1716 2003 Page I 1-0-0 t 5-0-0 12-10-( 100 5-00 7-10-0 5X5 -- 11 7-10-0 Scale - 1:36.3 U4 3x7 D E 3X5 n — 3x4 5X6 3X4 h 5-1 12 5-1-12 Plate 'Offsets (XY): [G:0-2-12,0-3 iiW1111111 14_0,0 1-2-0 LOADING (pst) SPACING 2-0-0 CSI DEFL in too) Weft TCLL 20.0 Plates Increase 1.25 1 TC 0.85 Vert(LL) 0.05 G-H 999 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Veit(TL) 0A3 G-H 999 BCLL 0.0 Rep Stress Incr NO WB 0A2 Horz(TL) 0.01 F n/a BCDL 10,0 Code FBC2001 Matrix) I st LC LL Min I/detl - 240 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 *Except* W2 2 X 4 SYP No.3, W2 2 X 4 SYP No.3 20-80 6-8-0 PLATES GRIP TL20 245/193 Weight: 95 lb BRACING TOP CHORD Sheathed or 4-6-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. REACTIONS (lb/size) G-1449/0-8-0, F=400/0-8-0, B-799/0-8-0 Max Horz B-1 11 (load case 3) Max UplifIG-432(load case 3), F--1 17(load case 3), B-227(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22,B-C--1410,C-D=-1256,D-E--37,E-F--284 BOT CHORD B-H-1266,G-H-37,F-G=229 WEBS C-H--145,D-H-1264,D-G--1134,E-G--199 NOTES (7) 1) Wind: ASCE 7-98per FBC2001; 110mph; h-15tt;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; Lu m ber DOL-1,60 plate grip DOL-1.33. 2) Provide adequate drainage to prevent water ponding, 3) Provide niechanicai connection (by others) of truss to bearing plate capable of withstanding 432 In uplift at joint G, 117 lb uplift at joint F and 227 lb uplift at joint B. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) G. 5) Girder carries hip end with 5-0-0 end setback 6) Special hanger(s) or connection(s) required to support concentrated load(s) 175.01b down and 11 7.31b up at 5-0-0 on top chord. Design for unspecified connection( s) is delegated to the building designer. 7) 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. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1 .25, Plate Increase-1.25 Uniform Loads (pit) Vert, B-F-31.7, A-C-60A C-E=-95.0 Concentrated Loads (lb) Vert: C-- 175, 0 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/ Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH1 0 Job Truss Truss Tyii'e P ty Ply Centex-Orlando/I b92A/jSK/4-14-J 53906980 jH11 !HIP Job Reference (optional) Universal Forest Products,lnc. - Burr -- NC 27215,'-Jeff Kerr 5.000 s Feb 20 2 - 003 MiTek Industries, Inc. Sat Apr 19 12:17:17 2003 Page 1 100 7-0-0 13-0-0 20-0-0 1-0-0 7-0-0 6-0-0 7-00 Scale - 1:34 E B 3x6 12 7-1-12 Plate Offsets (X-,Y): C:0-5-12,0-2-8], fD:0-3-0,0 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 NO BCDL 10'0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 5X8 5x6 C D H U 1 2x3 3X10 WIWI 3X4 12-10-4 20-00 5-8-8 7-1-12 CS1 DEFIL in loc) I/def I PLATES GRIP TC 0.82 j Vert(LL) 013 F-H >999 TL20 245/193 BC 0.91 Vert(TL) -0.26 E-F >890 WB 0.11 Horz(I-L) 0,08 E n/a Matrix) 1st LC LL Min I/detl = 240 i Weight: 80 lb BRACING TOP CHORD Sheathed or 2-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing, REACTIONS (lb/size) E-1560/0-8-0,B-1646/0-8-0 Max Horz B-81 (load case 4) Max UpliftE-377(loacl case 5), B--447(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C-3214, C-D-2921, D-E--3225 BOT CHORD B-H-2895, G-H=2909, F-G-2909, E-F=2907 WEBS C-H=275, D-F=278, C-F-14 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBC2001; 11 Ornph; h=1 5ft, TCDL-6.Opsf; BCDL-6,Opsf-I 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 377 lb uplift at joint E and 447 lb uplift at joint B. 6) Girder carries hip end with 7-0-0 end setback 7) Special hanger(s) or connection(s) required to support concentrated load(s) 385,01lb down and 258,21b up at 13-0-0, and 385.01b down and 258,21b up at 7-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer, 8) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Rates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design, Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1 .25, Plate Increase=1 .25 Uniform Loads (pit) Vert: A-C-60.0, C-D--125.0, D-E--60.0, B-E--41,7 Concentrated Loads (11h) Vert: C--385.0 D--385,0 111111111111 111 1111pilill Job Truss 53906980 H12 Universal Forest Products I I HIP-- Burlington, NC 27215, Jeff Kerr 1.0,0 "-6-11-9 1-0-0 6-11-9 5.000 s Feb 20 2003 11-0-0 13-0-7 2-0-0 2.0-7 5x4 5x4 D E Deference (optional)_ clustries, Inc. Sat Apr 19 12:17:17 2003 Page Scale - I 3x5 I I , , 3x5 - 3x4 - 3x6 - U4 9-1-12 LOADING psf) SPACING 2-0-0 TCLL 20.0 Plates increase 1 25 TCDL 10,0 Lumber Increase 125 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No,2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) G=771/0-8-0, 8=856/0-8-0 N RMM CS1 DEFL in loc) I/defl PLATES GRIP TC OA3 Vert(LL) 0,09 G-H >999 TL20 245/193 BC OA9 Vert(TL) -0,25 G-H >927 WB 014 Horz(TL) 0.03 G n/a Matrix) 1 st LC ILL Min I/def i - 240 Weight: 84 lb BRACING TOP CHORD Sheathed or 4-11-8 oc purlins, SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Max Horz B-97(load case 4) Max UpliftG=-134(load case 5), 13-204(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A-B-22, B-C--1383, C-D--1137, D-E--1003, E-F--1140, F-G--1375 BOT CHORD B-J-1200, I-J=1003, H-61003, G-H-1210 WEBS D-J-389, E-H=414, C-J--344, F-H--361 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-B.Opsf; BCDL=6.Cpsf; 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. 3) Provide adequate drainage to prevent water ponding, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint G and 204 lb uplift at joint B. 5) Truss shall be fabricated per ANSI/TP1 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 responsibilib, for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard ustomer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:5390698OH1 2 Job Truss Truss Type 153906980 H13 QUA" Universal Forest Proiducts,Inc., Burlington, NC 27; Ply Centex-Orlando/1 692A/jsk/4-14-3 Job Reference (optional) 5.000 s Feb 20 2003 ustries, Inc, Sat Apr 19 12:17:17 2003 Page 1-9-01, 6 11 9 100 6 11-9 31 a 10-0-0 10-0-0 Plate offsets (X,Y): [G:0-4-0'0-3----0-1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1,25 TCDL 10.0 Lumber Increase 1.25 BCLL O.O Rep Stress Incr YES BCDL 10,0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 2x3 10-00 13-0-7 30-7 307 E G 5X8 2x3 6-11 9 III I 10-00 CS1 EFL in loc) I/def] PLATES GRIP TC O41 Vert(LL) 0,10 F-G >999 TL20 245/193 BC 0,63 j Vert(TL) -0.26 F-G >877 WB 0.24 Horz(TL) 0,03 F n/a 1 Matrix) 1st LC LL Min I/defl — 240 Weight: 82 lb BRACING TOP CHORD Sheathed or 4-11 -8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS ( lb/size) B-856/0-8-0, F=771/0-8-0 Max Hoiz B-1 05(load case 4) Max UpliftB--213(load case 4), F--143(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD A-B-22, B-C--1380, C-D=-1074, D-E=-1075, E-F--1370 BOT CHORD B-G=1198,F-G-1205 WEBS C-G--361, D-G-737, E-G--371 NOTES ( 4) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-98 per FBG2001; 1 10mph; 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 exposedll-Umber DOL-1 .60 plate grip D0L=1 .33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 8 and 143 lb uplift at joint F. 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 verity all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no 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 Job Truss (Truss i 53906980 !HJ5 JACK Universal Forest Products, In- c Burlington, N tie Oty 1 Ply 1 Centex -0 rIando/1 692A/isk/4-14-3 Job Reference (optional)_____ 27215, Jeff Kerr 5.000 s Felb20 2003 MiTek Industries, Inc. Sat Apr 19 1217:182003 Page 11-6-8 1-6-8 N Z LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 125 TCDL. 10.0 Lumber Increase 125 BCLL 0.0 Rep Stress Incr NO BCDL 10,0 Code FBC2001 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 CS1 TC 0,56 BC 0.22 WB 0.00 Matrix) 3 '-r4 112 REACTIONS (lb/size) C-224/Mechanical, B-280/0-8-0, D=80/Mechanical T1 it 0-2 7-0-2 DEFIL in (loc) Ildefl Vert(LL) n/a - n/a Vert(TL) 0,14 A 160 Horz(TL) 0.00 C n/a 1 st LC LL Min I/defl - 240 Sam= PLATES GRIP TI20 245/193 Weight: 24 lb TOP CHORD Sheathed or 7-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 10 Max Herz B-91 (load case 3) Max UpliftC--1 48(load case 5), B--74(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-E-21, B-E=21, B-C=47 BOT CHORD B-D-0 NOTES (3) 1) Wind: ASCE 7-98 per FBC2001; 110mph, h-15ft;TCDL=6,Opsf; BCDL=6,Opsf; occupancy category 11; exposure B; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL-1 .60 plate grip DOL-1 31 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 to uplift at joint C and 74 lb uplift at joint B. 3) Truss shall be fabricated per ANSI/TPl 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4' of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. The truss designer accepts no responsibilib for the correctness or accuracy of the design information as it may relate to a specific building. Any references to job names and locations are for administrative purposes only and are not part of the review or certification of the truss designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (pit) Vert: A-E--60,0 Trapezoidal Loads (plf) Vert: E=-0,0-to-C--106.1, B=-1,7-to-D--35.4 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 5390696* Contractor/Job: 1692 A RF Date Req:04/25/2003 Draw No:53906980HJ5 Job -'Truss Truss i53906980 :HJ7 JACK Universal Forest Products,Inc., Burlington, Qty Ply Centex -Orlando/1 692A/jsk/4-14-3 4 Job Reference (optional) Kerr 5.000 s Feb 20 2003 Mifek Industries, Inc. Sat Apr 19 12:17:18 2003 Page I 6-7-12 3-2-5 Scale - 1,18: 6-7-12 6-7-12 3-2-5 LOADING (psf) SPACING 2-0-0 i CS1 DIEFIL in loc) I/defl PLATES GRIP TOLL 20,0 Plates Increase 1.25 TC O.38 Vert(LL) 0,02 F-G >999 TL20 245/193 TCDL 10.0 Lumber Increase 125 j BC O.39 Veit(TL) -0.05 B-G >999 iBCLL0.0 Rep Stress Incr NO WB 020 1 Horz(TL) 0.01 E n/a BCDL 10.0 Code FBC2001 Matrix) 1st LC LL Min Well = 240 Weight: 40 Ila LUMBER BRACING TOP CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 6-0-0 oc purlins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No,3 REACTIONS (lb/size) D=150/Mechanical,B-437/0-8-0,E-473"MechaiiicaI Max Herz B-1 76(load case 2) Max UpliftD-1 13(load case 5), B-1 37(load case 2), E-80(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-H-21, B-H=21, B-C-743, C-D_-68 BOT CHORD B-G-679, F-G=679, E-F-0 WEBS C-G-215, C-F--826 NOTES (3) 1)Wind: ASCE 7-98 per FBC2001; 110mph;h=15ft;TCDL_6.0psf1 BCDL=6,Opsf; occupancy category II; exposure B; enclosed: MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL=1 .60 plate grip DOL-1,33. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint D, 137 lb uplift at joint Band 801buplift at joint E. 3) Truss shall be fabricated per ANSI/TPI 1-95 quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. Provide bracing where indicated and within 4" of interior joints. Bracing indicated on this sheet is to reduce buckling of individual members only and does not replace erection and permanent bracing required for the overall building design. Building Designer shall verity ail 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 (pit) Vert, A-H--60,0 Trapezoidal Loads (pit) Vert: H--0,0-to-D=-148.5, B-1.7-to-E=49.5 sal Forest Products, truss I yva 2OMMOf4-----' ton, NC 27215, Jeff Kerr 5 i 1 Job Reference (optional) s Feb 2-0 2003,MiTek Industries, Inc, S I at Apr 19 12:17:19 2003 Page 1 7-1 -3 13-8 1 1-00 7-1-3 6-6-13 B A 3x7 5 00'12 5x6 E 26-3-15 32-10-13 t 6-3-15 6-6-13 N N1 L K J 3X6 -- 3X8 3xa 3x8 = 3x6 10-3-14 2000 2982 103-14 9-8-2 9-82 Plate Offsets Y): fbo _6,0-3 LOADING ( psf) SPACING 2-0-0 GS1 DEFIL in (loc) TCLL 20.0 Plates Increase 1.25 TC 0,53 Vert(LL) 020 L TCDL 10.0 Lumber Increase 1.25 BC 0.78 Vert(TL) 0.47 L-N BCLL 0.0 Rep Stress Incr YES G WB 0,41 Horz(TL) OA5 H BCDL 10.0 Code FBC2001 Matrix) 1 st LC LL Min I/defI = 240 LUMBER BRACING 10 0-0 4 i17- 1-3 1-00 Scale - 1 67,5 40- 0-0 10- 3-14 I/ defl PLATES GRIP 999 TL20 245/193 999 n/ a Weight: 196 Ila TOP CHORD 2 X 4 SYP No,2 TOP CHORD Sheathed or 3-0-7 QC PW lins, BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 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 4) Max Uplift!3-360(load case 4), H-360(load case 5) FORCES ( lb) - First Load Case Only TOP CHORD A-1322, B-C-3317, C-D-3013, D-E-2114, E-F-2114, F-G-3013, G-H-3317, H-1=22 ROT CHORD B-N=2986, M-N-2442, L-M-2442, K-L-2442, J-K-2442, H-J=2986 WEBS C- N=-370, D-N-532, D-L=-747, E-L-1 180, F-L-747, F-J=532, G-J-370 I NOTES ( 4) 1) Unbalanced roof live loads have been considered for this design. 21) Wind: ASCE 7-98 per FBC2001; 1 10mph; h=15ft; TCIDL-6.0psf; 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, 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 ANSVTP1 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 Customer No: 11045 Customer Name: CENTEX HOMES ORLANDO Shop No: 53906980 Contractor/Job: 1692 A RF Date Req.-04/25/2003 Draw No:5390698OT8 50 . c 1 EP CNN EJ5 EP EP rE J5 EP 00 00 co oJ co Z 7 || U 8 `\|i U CIO 08 z z 14 O CY) Lai ina- Z. EP If If 11 If 11 2 PEVASIONS i$'WZE DOCKTzz' Tod—,.0 ol IREV, NO,20 j APPVO: DESCRIPTION 82 kww OTY (1) WAS (2) FOR A BOLT7 wK Ec S7KC4 A7Aca To oow WH N PMT= 70G-L-SV. 3)TTU 1111, 777,71TAr' CK %,"OT 91 wv4aA ' m WO "i A ? w 4A,4xv sm b T? *oc 'A4 gi I/FIV.14/6 w= w V_RMS7eD 1 M K— 7. j Ilam z I j_'/2l,2 * a. 1 1 IREPORT# 96 SC IC t. T c 'k-&m w344c. 1RaH1 370P OVLDWO Oy OODR "rJLW 70 $Vr) UP10ll_' O7`OH3 's Ps' AA -0 4. .SST o' st"c-'r-S 47=. OwV4 an to4r&"'wvAa -7 K) TO PACY" A *L TNC C; T*%IWA, Do MOT Tx.m wl 10 C km. rALV, VM W STXX Z. 4 Yr-LvwPK w T nn" MA, srlz B I.ICK 1/6 k" C J7 e' Uo Sot 114A4'allI/ itiiPETAKALlj '_ vAr_ 21lru_ Pm w If4V 6M. 1L-. 9 Ps r7 itMM-lol P"ZR. M1.11. MR. ON 0-1/2 OK M RV.UA) mytSTER3-, zwwls To", C TTO W. z TOP GOAT APMA 10 PON 12 u jvouorMCL5KPI, STM TOP S7 Ir"ORiECe , OR_XMOHE LW WCN OM y K STEF TRACX a.W.KrM. L14. 3" V 0QOA. 10 #AVArIA (4) OT ftl"t; _'o PRWX A 11' T, SMJJ144/4 Cr sr" 4C,K TWACC)l4fz011T 00 110T J044M ' Sn 'a'c' CA 1*0 /4' OL& $4711' nce Yz'TC11 AV.LM C" V. STUL ?I-- S7,14k4AK WWUV=l M, 00 AWX E4H mxz PIC 1.4"6 FASTXXEOTI - " qw* P.L0=2 At% KMW 47" SHEp a ands k Ew.A= N 40A05: +24,0 PSF k -24,5 PSF I 0uTV= w P70MW4 RAVL04STS A" m4cx 0. SaLfrr '4 0= 00KSTEST LOAD$,, +-36,0 PSF & -37 O FSF iwfOtt t 5 11 or Of DOOR nowo FOR T< UY4004 OR rz&m AX0 w AcrOPGAAK{ 3% 7 N ".4.4 =U ran TAC L4106 LwMO C* lAl'_ 1'OA 511 11-W$ 110 ---' 0" N' A P. Tw _w LOO< TM ORA.ViQ, VA --- 1- 7;78 Om ac u SL;; V151-w C'T4 "M i U-3 Si..4 Olh-4. Ji2 WT" IDEAL T-14K W Wlrof _-J ZMVLOCX o='Lol S5202 7 SWt/lF.3C)4' sw TAPKI4 V TCLZRV CES — --M- t"01 Ti' *' I 41 10ESCRIP71ON• MODEL&RST W6 16-0 x 8-0: 24/-2 0WM HATE: 4/ia/00 SCAL E; 0000 t,01 ORAWN BY! S KW WETIL SCAM +grxxat 1/2Fy! 4/18/00CHECKEO SJOATE 1SHE.7 F-O—F I %-]SIZE O / / , flrnjxet>Pn T kWEN AR4 ur u40rtES, DWC, NO„ E O213D REV, 140. ) C\j C6 f Y ' IS Ui RQZLL2 1 NAT10N: Thermo-Tru —Sw;nq Ocor wood =fc-ss $WOM MAX 16' iACC single Positive 67.0 PSF Negative 6TO PSF AXUU S h94to 5'4 3'0 S;d`t" with S;delitas pcsi,jd60.0pSfgc. Double up to a'4 x 3'0 Double wl.c S;dej;tes Pcs tj,* 4TO PSF Negct;— 47.0 P-IFCC ctX, ox, X0. 0)(0, xx, OXX0 R 1 uEt, izu The hood and side jambs on r.'g.'jc'iMP— a: C) oau6ng o min, 4-9/16' with a ;/2' rdobtd stop- U') Q L'i 1116* TAPC-ON mAx la, O.C. 1/2' DRYWALL TYPE ANCHOR J, 3116- TAPcom FIRRINO TIRE y y x a ddo o1/2' DRYWALL UA-'ONRY LPM tea. t0 0- UkSQNRY LA I x 2 RARING 2x DUCK-, IX SU'CKCK -c In uZ tT PFH WS CONCRETE -c WASCINRY aLOCK c / T\ TO v SUB-V" V TTO5x SUB-Tcx ix eucx 1 2 FIRR 5 1/ 2- ONYIWALL 3/ 15- TAPCON rTPF ANCHOR V ttlCK J, 2 MF4 4 ELCO TAPCON OF, EOUAL I IIEA V 235 Ls. SHEAR RATL4) J/76- TAPCOM V) CD CD Seees 2) cr 2- 7/Z' PFH w5 C) T 3p a. TAn--w MIN, TYPE z4yawANCHOR "3' MAX. SHIM 5PACE Em 17VI Pl" CALSID- X 1, This syst.m has been ey,7 ct*d for use in locabons r,dharmj tothe F}orldo SwIdin q CodeDATE, 4/3/02 yER-rrAL six 4V8 and whore pe"- requirements as determined by r40E 7 Wnimu, O..iqh Locos; for Su4dihgl ScALL- NT4. k2,J702XSUB-BVCK chd Other Structu, do h,,t exceed the dvj qn pressoru rct;ngs isted neroin. DWC, BY! W.LN, Z Far inv.IFot;.rs Where the sub -buck is 10-5 thon 1-112* (FSC section 1707.4,4 Mchoruge method. cw, ay: R.1- ard -b- soctiams 770,4,4,1 and 1707,4,4-2) Tcpcoj type ;ohcrvta anchors must be used and the DRAWING NO.: I.NtM Must be such thot o minimum 1- 1/4' enqcg, norl of the Top..— into the masonry wall is W.;—d. or 7 Th.—c—Tru Out —Swing 0— Wood fmlw System F551 IRE ABNQ; Sing). op to 5'4 d.1 let; VAX - I 0 C Single Pcsjli a 570 PSF Negotiy. 67.0 P3F Doubly up to 5'4 a'O xJd*KtAs 4 Single with SidaiRes Positive 60.0 PSF Ncqctive 60.0 Psi' X. Ox, X0. cX0, xx, CxxO Double /.o Side;it,w Pcs;tiv 47.0 PSF Negative 47.0 PSF T-,,e head and side j.14s are, rl,-IjQint Pi- rm,",.nN c -;h. 4-9/76' with c 1/2' mbohtd stop. MASONRY UNTEL tat 3116- TAPCON f1RR9qc Lo TYPE ANCHOR j zEoi 1 s 2 FIRRiNC 7 r" DRYWALL IAPCON TYPE ANCHOR x M 3/16' TAPCONsy NTYPEAW4+DR eo d'oi. SH(id SPACE 3/16' TAPCON TYPE ANCHOR Q Q U Z HEAD JAMB L! ? To ?X SUB—BUCIKyax2-7 I pf"H INS4, CONCRM HEAD JAMB MASONRY BLOCK TO 2X S JB—BLICJK 2 SHIM SPACE ijt %25' mj," LIM TA -CON L.J Ewa, f, TYPE ANC fOR TAPCON LiELCOTAPCONOREOUAL LO EUB. LB, SHEAR TYPE ANCHOR15" MIN. PAYING) MV SPACE 25' MAX, 4D Tjq' We 77 U) z C) PFH yfS C_S1W 1 2 FIRRiNC AlIV DRY'WAILL X ! x SIDE.rr-, VER77CAL , 9 1 IXI 8)CK To Ix 5J;8-3UCx 2 FIRRNO 1, This system has been evaIuct,d for use in focctjohz ooh,ring to the Florido Building Cod. 813.664.3837 C—SINK DRYW"LL and where pressure requ—anti cs determined by ASCE 7 Minimum Design ;.cods for Buildings DATE, 4/3/0201JdOtherStructures40not .... 4,d the pressure rct;1q, listed hala;n. F Cal2X BUCX vERTJCAL WE JAMB SCALZ N.F.S. 2, For where the sub —buck is Jew than 1-112' (FBO section ?'07,4A Ahthdroq. Methods TO7XSU9-6VCK By.. W.L-N. and sub—mcGors 1707.4.4,7 ond 1707,4,4.2) Tdpcan type concrete anchors rhuel be used and the CHK BY; R.W. iehgth rhJ,st be such ;hot c minimum 1-1/4* engagement of the Tcpcoh into the —soy wc;J is obtained. DRAVrNo No.: I When using c IX sub —buck c 5-9/16' jamb is squired to allow for mim- edge zpocing for 7opcon type crch" T-02203 OF 4_ 1 jlQ;'j, l AiiON Thermo-Tru to -Swing / Ott -Swing Poor Wood Frames System DFSi(;N PRESSURE 324i1NG: zz fk Ty;RAit NIMINA! 41ZE' Single up to 5'4 x 80 +'/wo s,detrtes Single Positive 57.0 PSF Negative 67,0 PSF Q Double up to 9'4 x B'0 v/wo sideLtes Single with Sidelites Positive 60.0 PSF Negative 60.0 PSF q C1 FKOR4Ti0NS: X, CA, XO, OXO, XX, OXXC) Doubly w/wo Sidelites Positive 47.0 PSF Negative 47.0 PSF p y 0 rzGENFiR.4t_ C1FSCPIPT#ON- The head and side iambs nre fingarjolnt pine p n measuring a min. 4--917c' with c 1/2' rahbeted stop. O q — DOUBLE 2X EAvHEADER j n w i 1/2' ORMA,L WWAT"KNG II 2x 2X STUD 1 1 0 8.0, Z w 5.q• 0 u ry tit 1 \ y= n 2X ,LACK STUDPFW 1 wsAQVS I a I 1 1 I I I w z Z 9 /2' CerMALL a 4 DQU9Le' OOJR twin a 4LnN4w-O xo' 3.0 3a• a z s.o' PfH wS Cn4g WN c-swx sraFArxaNc 1nzo 2s wx S"', SPACE MTC: 4/3/02 vVrhCAL Soo 'Awe o C dr. w.>.. 3.15' Ye7. EMS- This system has been evoluated for use in iocatlons adhering to the fiorida Building Code cr+K+c sr. P.... K and where pressure requirement3 cs determined by RSCE 7 minimum Design Loads for Buildl.ap CRAw04 uaDz cnd Other Structures do not exceed the design pressure ratings listed herein., rmusTHERMA01 " IFIBERCLASSIC'rSIVOOTH STAFr 2&-W%t4G " SW(3LE AND DOUBLE W/4 W/OU7 SIDEJTES. WWLATED F75EPOLASS DOOR WTTH WC)O0 FRAMES. GENERAL NOTES i. THIS IPRODUCTS DESIGNED TO MEET THE SOUTH FLORIDAPRODUCT BUILDING CODE 1994 EDITION 17OR M"I-DADE COUNTY 2, WOOD SUCKS BY OTHERS, MUST HE ANCHORED PROPERLY TO TRANSFER LOADS 70 THE STRUCTURE 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO SASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO- 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS PRODUCT DOES NOT M THE WATER REOUIREMENTS FOR MLAMI-DADS COUNTY. 6. MLAMI-DADE APPROVED IMPACT RESISTANT SHUTTER'S ARE I IT ON1 Y. 7, SIDEL[TES ARE AN OPTION AND CAN BE USED IN A SINGLE OR DOUBLE CONFIGURATION. to Face Sheets: Fiberglass avg, min, yield strength Fy(mln,)=6,000 psi SmoothStar 0.070' minimum skin thickness Fibei-Classic 0. 1 10' minimum skin thickness L2LC_dg,jjgM Polyurethone foam care, with7.9 lbs. density by BASF. r, r The an'Cl skin e vnstrucfed from c 0.070 thk- C). The ipl&-iDr cavity is felted with 1,9 Ibs. density a45F polyurethane foam. The pcnel foci sheets OTf glued to theroodWesandTh, - wood IOCk OlOckI-V- JoIch stile s reinforced with mecs?r1 2.375 x 14.0 ION at the strike and deodboh location. The hinge stile isT Jointed P;, and the I., aid bottomroilare of a woodcomposileMvial. In the doubt® door cppLmovbon the Mort,- door is fitted with an extrWed aturninum ustrogs; (*-,no jalbe, V) of 5063-T6 c1loy. The frame is constructed from fir /r jointed prate. 7beheodefisph, n the i 16qm I/ . crown x ' longwith (3, 51cpIes at coch side TheI re sevxed together in c sidef using 18 x 2' king prH wood Screws (6) Views per each muXon. The units use on Inswing Saddle threshold measuring 5,75" x 1.548. qIFDiI5,FQgZLn- The sidefife poriels am sardwx:h glazed Lri p two Piece me, hey are cry glazed vr I- e.— with on17--, Cellular t= a:hc (Slik-11 Tcp' k coulked with s&vre, The Me fromes are held a18x112longpicsCrew, 3T5 MAX i OVERALL WIDTH J 313' MAX. PANEL WIDTH E z 0 0 0t40 < 7Tx Cc LSfH NCUNfT74. 5- MAX. OVERALL FRAME WIDTH 36. 525 - MAX, PANEL WIDTH W ASTRAGAL LD ou 105. 5 - MAX, OVLtfALL r ?cAML WIL) I 36. 525' MAX, PANEL WIDTH WIA. 5TRAGALMLILI" 75. 5" MAX FRAME WIDTH 13, 75' MAX WIDTH 0 7. 125" MAX. D. L.O. WIDTH 68, 5' MAX. OVERALL WIDTH 31' 15,5" MAX, FROM E[RfOR PANEL ID FRAME WIDTH F13. 75" MAK WIDTH T 125' MAX. D. L.O. WIDTH le n 10 813. 584.3831 DQUQ E INSWING Utff Oue'08/1 0/( DESIGN PRESSURE RATING CENMAL FLORED WHERE WA UNITTYPEREFZ'iS RIA SINGLE T F - 67.0 PSF MANUFACTUHM DOUBLE + 55,0 PSF - 55.0 PSF S-2157 PSF 55Q55,1 PSF - 55,0 PSF I WITH SJDEu'E of g vy4j Clm 0 oI 13 17 z O r7 13 7 U20 w r 20 OSb a:: < 29 g co 4242 tii d o p 2 ' U 33 t Q 43 mC7U7P:.°'j 38 34 . o'. 5 S42SE£ N(3tE° 2'riiz -° HT. 4 o x cn oo . z 43 Li v > vz Li SEE NOTE o T Q ¢ ,J 1 SHT. 4 luj Jv ci o.. 0 6 z 5' MIN. a v I- a y Q_ q" w < GLASS THK.pq z Ri9R 1N RIOR rL E'T£"RtpR INT k10{Z a. w o a , Z5CDJ IN J o °l7 1,66' )WIN. p o i FOAM GASKET d PANEL TW. O o SILICONE CAP BEAD Op o..0 5 n O r° ° Q 1.65" MIN. J o O.,-O, 1 1 O . PANEL THK. a 0 O'o O,. o ,o'.O 42 40 $ 5 . o 15. yg 13 p; 1 z SEE NOTE 14 t 3 5 SHT. 4 ca014Z -z m `n w 29 C3kSi1lTA5. iAF f:1 /2' 1 TJH ae i0 ax er: RW 1 , r $ IiYL 1ii1. it ru.: i Y R T7 N 2 SIDELITE PAN j1 j>:1 ' ° 5-2151 2 DOOR PANEL sHcc* 2 a 8 1 tLiu SEE NOTE 2 SHT. 4 /---, ASTPAGAL RETAINER BOLT 8-0" LG. TOP BOTTOM (2) BOLTS AT TOP & (2) AT BOTTOM, 0 ASTRAGAL 25- MAX SHIM FOAM GASKET &, 15, MIN C-SINK SILICONE CAP BEAD EE NOTE 34 43 5 SHT 4 33 25 13 Irl: 29 41 17 a SE NOTE I 16 35 SHT. 4 jp T N k, l,) 0 SiDELITE TO BUCK uj co ccQtn0C- 1ACTIVE Z n Li LLJ00 cc a: LUCLSEE NOTE 6 SHT. 4 37 SEE NOTE 7 SHT. 4 HORIZOgAL_ gR2U CT ON 0 HINGE JAMB TO SiOEUTE UFAIEITURS FOAM GASKET & SILICONE CAP BEAD L4 34 Z 7 — cr tn V) SEE NOTE I SHT 4 mwjm T- 08/ 10/0 1 a ] /= I I G7 n, TJH K. W, RW o 5- 2157 EET 3 (;,F 8 1, 75 - MIN, EMBED 15- MIN, C-SINK r -IERER O 25' SHIM SPACE L LATCH LkVB To BUCK, NOTES: 1. SPACING FOR ITEM NO. 47 (LITE FRAME SCREWS) IS AS FOLLOWS: VERTICAL FROM THE TOP DOWN ON SIDES; 5.5' 18,5®, 27,5, 38.375®, 49,375* & 60.375'. HORIZONTAL THERE ARE (2) SCREW BOTH TOP AND BOTTOM AT 2.125' 4 FROM EACH CORNER, 2, SPACING FOR ITEM NO. 27 (18 x 1' PANHW SCREW) ATTACHING THE ASTRAGAL TO THE swCTrvE DOOR IS AS FOLLOWS: FROM THE TOP DOWN 1®, 3", 5', 18.25. 40,5®, 59.25'. 74,25, 76.25' t 78,25". Ss WITH3. THE HEAD JAMB IS ATTACHED TO THE SIDE JAM 3) 16GA- x 112' CROWN x 2' STAPLES AT BOTH SIDE, 4, THE THRESHOLD 15 ATTACHED TO THE SIDE JAMSS WITH2) 16CA x 112' CROWN x 2.5' STAPLES AT BOTH SIDE. 5. THE SIDELFFE IS DIRECT SET INTO THE JAMB WITH (12) ITEM NO. 43 (18 x 2' PFM. WOOD SCREW), THERE ARE (4) AT EACH VERTICAL JAMB, FROM THE TOP DOWN AT 13,5, 31 , 48 . 5- 66-, THERE ARE (2) AT THE HEADER AT 4- INFROMTHEOUTSIDECORNERSOFTHEFRAMETHEREARE 2) AT THE SILL 4- IN FROM THE OUTSIDE CORNERS. 6. SPACING FOR fTEM NO. 43SCREW) SECURINGTHEMULLIONSTOGETHERIsTHESAMEASTHEPERIMETER ANCHORING SCREWS. 6" DOWN FROM THE TOP AND UP FROM THE BOTTOM WITH (4) MORE SPACED AT 13.7- CC7, WHEN ATTACHING THE HINGE TO THE JAMB AND THE BUCK USE ITEM NO, 12 (1I0 x 2' SCREW) WHEN ATTACHINGTHEHINGETOTHEJAMBANDTHESIDELrTEATTHE MULLION USE ITEM No, 37 (1I0 - 1 314- SCREW). zY f FOAM GASKET & SILICONE CAP BEAD 7.fD MIN. EMBED. 15' MIN. C-SINK HINGE JAMB TO BUCK, 27 SEE NOTE SS'T. 43 SEE NOTE 5 S'T 36 29 1.341 3 SEETE I SH NONO HT 437 INTERIOR 3') HORIZONTAL CROSS 5ECT12-N 4 C STRIKE JAMB TO SiDELFTE fi` " 1';: 'r T' 7;7 i'j FILE 72 NOTE10SEE 7 SHT, 4 Sngo UZ215- M. vm 7' s tIUA SHMSPACEV) rx x IL LNGV 813,68C35.31 112' = I all TjH r:- pw z-; z- S- 2151 4 or 8 SEE NO 3 SHT, SEE DETAIL 'F- SHT- 5 3" 3- 3' 3' 3' 0) TYR. TYR. SEE DETAJL TIP. TE 4 SEE NOTE F- SHT. 5 SEE DETAIL 6 SHT- 4 E-, SHT. 5 TYR. SEE DETAIL SEE NOTE G- SHT. 4 TYR. I SEE NOTE C L2LJ 3 SHT, 4 C) 0 ccul m TI 13) Typ, N, SEE DETAIL SEE NOTE 141 SHT, 5 4 SHT. 4TYR. SEE DE'TAJL 'C' TYR. C' SHT. 5 14 14 SEE 4+JLTYR, C S. TYR. Ty'p 3- 3 - --- 4— - 6 .. 61 , _ to i— 3- 110 6 1!!!2 -- aiSTRAL FLORDA B-0-A-Fo DQUQLF poof? W7 'T S S iNrLEDOOR MANUFACTuRER NADE, 7- C, MASTER Fuq, IDR A0.357' BOLT DEEP ENOUGH FOR A 2' 1,3 BOLT THROW 12 10 13 10 ID I DETA;L 'F" DZAtl 'H ATTACH ASTRAGAL THROW BOLT ASTRAGAL THROW BOLTS DETAIL 'E' STRIKE PLATE To -Q G FRAME ATTHE THRESHOLD A r 4OWN C> 1 00 EDETAlL_ 1 0 -0 n SHT 5 z TYR. 0 S. D SEENOTE 4 SHT. 4 I Ln of va SEE DETAIL E' SHT. 5 TYR llbk B b JLFCENT,,RL SEE DETAIL SHE 5 E E MAS 3" 3 6 6 3 3' 3- SEE NOTE TYR 3 SHT 4 T z SEE NOTE SEE NOTE TYR. SEE DETAIL 3 SHT 4 6 S,7. 4 SHT. 5 TYP.SXE DETAIL G® SHT. 5 DETAILDETA SEE DETAIL TYR 'E' SHT. 5 H' SHT. 5 J. TYR. 93 - SEE DETAIL -K' 'K' rrp. -,V"o SEE NOTE "G' SHT. 5 4 SHT- 4 14 14 , 14 TYP, M. TYR. UTYPTIP 6• 6C_ 6 3 SEE NOTE 3- 6 14 4 SHT 4 6" Typ. SINGLE DOOR --W-ZUILLTE-S 453' GLASS BITE . 463' GLASS SITE 32 40 7 33 32 25 118- TEMPERED lVfJ 118- TEMPERED GLASS 40 GLASS 25- AIR L2 25' AIR 0 SPACE 0 SPACE 0 Rj 118- TEMPERED 2 118- TEMPERED GLASS J f 41 11 GLASS GOT SEENENOTESE04 ISHT4IkOTE !\_. 25' STEEL iNTERCEPT 25" STEEL SHT 4 SPACER INTERCEPT SPACER 5' WsuL,ILED GLASS W 5' INSUI.6TEJ2 GLAU ff-/ L-O-ALL 3T5FRAM- TALL TCM LITE F-FAM-E-QLAZ-fN2-=6l L11L I I N. T.S. TlJH BY; RW 1r. NO., 5- 2151 F 6 Cf 8 n3227 20 21 2 3 FINGER JOINTED POND SA PINE 1;,92, — 28 ILL 097' 4 STEEL 0QQR HINL SICELITE TOP & BOTTOM RAIL FINGER JOINTED PONDEROSA PINE 1.232'' 33 ELM11C UP LEE FRAME FXTPtII= BTS a.947 INSWING afQ 2oaQm a2Q Cog' EXTRUDED V7NYL WALL D rn SF 50TTOM RAIL WOOD COMPOSITE o Fc, JQP RAIL WOOD COMPOSITE Nn'111!21 .3 IFL I .077- PeAtiv lzInF qTIIF 36 FINGER JOINTED PONDEROSA PINE 1,254- --1 0 1 ,531 - --- FC, I ATCH 512E 2ELL-CQMEQ= 71 I TQM CaJEEgA-TRV I YPP PN 34 EL62D5-UP FPAM MEUDED ITIQ 5. 75' 1 531 SELF ADJUSTING SADDLE IHR fiHO WOOD COMPOSITE AL21,fIN12M,6LItffL-24-i—wALL-ALUM, 109 080' DIK. WALL KN TYP Is E z 00O 2, 375' - mmowo CoNsu , 04C 8115& 4 3831 DATE, sakLl N.Ts E! j - TJH cw. BY. --RW 300 5-2151 WOOD LOCK BLOCK FINGER JOINTED PONDEROSA HN]t snEE77 or 8 1 .531 T- SS. TOP EA-1 WOOD COMPOSITE E5 37 — LL—IATCH lDE ry 08 179' ON' REACH COMPR SIGN "' R 'P FOAM CELL 101E—1 ITIAO 0 3" m I 07 175' MpBY ,ERMA—TRU FOAM CELL CORE WIIANYL JACKET DRU TRU FOR 357" DA ASTRAGAL DRILL TRU FOR A 18 RETAINER BOLTS pFH WOOD SCREW 2PLCS WINDJAMBER Ii WR68T STRIKE PLATE 1 5": —, 311 71 2015 m ASTRAGAL KAS 2) 8.0- aD BOLTS 0 BOTTOM 2) 8.0- BOLTS 0 TOP 7:7 4'1,76 24 WN ER If WRUT ( TRA AL Ks. Z co o LLJ co Ul co i 1/y 5UKDWGXaULTANTS, R4c 81 3,6"Z831 T, 08/10/01 N.T.S. TJH Rw 1-2151 FUN-21-2002 09-52 MILESTONE WINDOWS 407 323 9729 P.02 AM140fi(b effn3limigm JUN-21-2002 09:52 MILESTONE WINDOWS 4W 323 9729 P- 03 The attached table lists all Florida Extruder drawings in the Orange County Fenestration Master -Ric affected by this engineering statement. Any questionsshouldbeaddressedtotheundersigned. URML= X= Robert J. Amoruso, PE e _p, Ap _5. cjv. m Florida PE License No.49752 Lsusn.ifiironU11171 MU-1411HUM T, I Cc: Earl Moore/FE1 File OR The letter was signed avid sealed an Se--zi as rei uired by Section 6IGlS-23.001, A rubber stamp seal was also ap)XYwd t* fac-jljtat,-,: for Orange County Building Division Master -file scanning. Me: 2540 J*wett Lane, -Sanfi>r—d,—F—L—327Y:t-- 16o . 0 . (407) 323-3300 - Fax (407) 322-33j7 N 4' dryer duct to roofcap ws low 8x4 fwcd a 12x12 1wcd 45 am spai8+ s r I4 x8 1wcd 185 Parlb it low g, 7Jr d i 3' bath duct Y0, mi to roofcap ILLw/fan 4 1wcd 5 xs6* 4'8x4 1wt[ s 4" 1 15 !f 8' 2_vf2 xcd F-1Lj 3' bath duct4 „ to roof cap 5 IVO 4 i i w/fan s j 250 16v16 a lu WE am 02Ow 14, NOW P) K rag f 8x4 1wcd 8, iox6jlwcd 074' u 6' 24x18 ra 90 ii t! mm OPT I9-RFPI WAE le- r 7 ' y> 2x12 11,10 42X42 A/C SL F3 160 BY BLDR MIN 12x611wcd 2` FROM WALL low Z€ • JR scale i/8'=i'o dw 2.5 TON W/10KW @240V IPH IfAw 18x10 pten ptatform by bidr t OOR PLAN x 7` a llA Must have a nimmum clearance of 4- inches around the air handler per the State Energy code. Ail duct has on r=6 insuiatton va€ue. Q OJ wOF\, Q t O E X W J a z C CO> Rating z EY m C] Z Z U Q 0 Q C i w Ci C m ONE By WOOD BUCK By OTHERS CAULK BETWEEN WINDOW FLANGE WOOD BUCK STUCCO By OTHERS PERIMETER CAULK By OTHERS RIGID VINYL GLAZING BEAD H. (TYP,) WI&W iEIGHT) CAULK BETWEEN WINDOW FLANGE: & PRECAST SILL W/ VULKEM 116 ADHESIVE CAULK. OR APRV'D- EQL. PERIMETER CAULK BY OTHERS CONCRETE OR MASONRY OPENING BY OTHERS M CAULK BETWEEN B'v WOOD BUCK & (BUCK WIDTH) MAS'Y. OPENING INSTALLATION ANCHOR BY OTHERS ONE BY WOOD 3/16, DIA. TAPCON BUCK BY OTHERS 1-1/4' MIN - EMBEDMENT INSTALLATION ANCHOR 3/16- DIA, TAPCON SHIM AS REG'D, 1/4' MAX. SEE NOTES) FLANGE TYPE WINDOW FRAME: HEADER GLASS TYP.) (SEE NOTES) B.H, BUCK HEIGHT) FLANGE TYPE WINDOW FRAME SILL PRECAST SILL BY OTHERS IN!= SECTION A -A 1) SHIM AS REO'D. AT EACH INSTALLATION ANCHOR, MAX. ALLOWABLE SHIM STACK TO BE 1/4'- D 2) WINDOW FRAME MATERIAL: ALUMINUM ALLOY 6063 3) INSTALLATION ANCHOR MUST BE OF SUFFICIENT LTH- TO ACHIEVE MIN- EMBEDMENT OF 1-1/4- INTO MASONRY OR CONCRETE. 4) USE SILICONIZED ACRYLIC CAULK BEHIND WINDOW FLANGE AT HEAD JAMBS- SILL MUST BE ATTACHED TO THE SUBSTRATE WITH VULKEM 116 ADHESIVE CAULK OR APPROVED EQUAL. 5) USE SfLICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND W,H, EXTERIOR OF WINDOW FLANGE. F 6) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REO'D. 7) GLASS THICKNESS MAY VARY PER THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS- 8) LETTER DESIGNATIONS ON THE TAPCON LOCATION CHART INDICATE H WHERE TAPCON ANCHORS ARE TO BE INSTALLED WHEN USING THE EXTERIOR ELEVATION AS A KEY- 9) ALL FACTORY APPLIED HOLES NOT DESIGNATED FOR TAPCON ANCHOR SHOULD BE FILLED WITH #8 SCREWS OF SUFFICIENT LTH- TO PROVIDE MIN- 5/8 IN. EMBEDMENT INTO WOOD BUCK- 10) FLORIDA EXTRUDERS 1000 SERIES SINGLE HUNG IS SHOWN THIS 11 WHERE ELEVATIONPRINTALSOAPPLIESTOTHE: FLORIDA EXTRUDERS 1500 AND 2000 SERIES SINGLE HUNGS- SHIMAS RFQ'D. RIGID VINYL 1/4' MAX. SEE NOTES) GLAZING BEAD T YP.) GLASS TYP.)(SF-E NOTES) FLANGE TYPE WINDOW FRAME JAMB CAULK BETWEEN WINDOW FLANGE WOOD BUCK w V, WINDOW WIDTH) SECTION mu-B E K G W1Nd0W 1S INSTALLED IN MASUNRT OPENING WITH A STRUCTUAL TWO BY WOOD BUCK, USE #10 SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-3/8- MIN- EMBEDMENT AT VIEWE'L---)' FROM EXTERIOR ALL INSTALLATION FASTENER LOCATIONS_ I-L/4' MIK EMBEDMENT STUCICO BY CTHERS O PERIMETER CAULK BY OTHERS CAULK BETWEEN WOOD BUCK & MAS'Y, OPENING By OTHERS CONCRETE OR MASONRY OPENING BY OTHERS TAPCON LOCATION CHART CALL BUCK LOCATIONS IN HEAD LOCATIONS IN JAMB SIZE SIZE 30PsF TO 40PSF- 41FsF To 70PSF 30PSF TO 40psF 41 PsF TO 70psF 12 1a 1/8 X 25 8 2 F,G F.G F,G F,G I 3 la 1/8 X 37 3/8 6 6 F.G F.G 14 18 1/8 X 49 5/8 8 6 F.G F.G145181/8 X 55 1/4 F.G F,G 15 18 1/8 X 62 F,G F.G,Hl 16 17 18 7/8 X 71 18 1 za X 83 F.G F,G.J,K IHT 25 1/2 x 25 B F,G F,r, F'GIH3251/2 X 37 3/a B F.G F,G F.G.H,l IH4 25 1/2 X 49 5/8 6 FG F.G,HjIH45251/2 X 55 1/4 B F.G F,G,H.l IH5 25 1/2 X 62 e B F,G F,G,H,f IH6 IH7 25 1/2 X 71 25 1/2 X 83 8 8 F,G.J.K F,G.J,K 30 1/2 x 26 29 1/2 X 25 8 F.G 1"(J F,G 30 1/2 - 38 3/8 29 1/2 X 37 3/8 8 F'G F.G.HJ 30 1/2 - 50 5/8 29 1/2 X 49 5/8 F-C F.G.Hj 30 1/2 x 56 1/4 29 112 X 55 1/4 F.G F,G H l 30 1/2 x 63 29 1/2 X 62 F,G.H.1 F,G,H,t 30 1/2 . 72 29 1/2 X 71 B F,C,J.K F,G,J.K 30 1/2 x 84 29 1/2 X 83 22 36 X 25 6 B a B F-.U- F,G F.G 23 36 X 37 3/8 B a F,G F.G,H,l 24 36 X 44 5/8 e B F'G F.G,H.i 245 25 36 X 55 1/4 36 X 62 e B F,G.H.1 F,GH,l 26 36 X 71 F,G,H,t D,E.F,G,H.t 27 X 113 F,G,J'K F,G.HI,J,K 42 x 26 41 X 25 B F.G-- F,G F.G,H,l 42 x 38 3/8 41 x 37 3/8 6 F,G F,G,H,l 42 A 50 5/8 41 X 49 5/a B F,G,H,l 42 x 56 1/4 41 X 55 1/4 8 F,G.HJ D,U,G,Hj 42 . 63 42 x 72 41 X 62 41 X 71 8 F,G,H.l D,E,F,G,HJ 42 x 84 1 X 83 g B F,G.J.K F,G,H,I,J,K 48 . 26 47 X 25 8 8 A,C A.0 F.G F,G 48 x 38 3/8 47 X 37 3/8 6 A.0 FG 48 x 50 5/8 47 X 49 5/8 8 A,C F,r,,H,l F,G°H,l 48 . 56 1/4 7 X 55 1/4 a kC F,G,H,l D,E,F.G.H.I 48 x 63 47 X 62 47 X 71 B A,C F,G,HJ D,E.F,G,H,f 4s x 72 47 x 83 p F JK DEFGHIJK 48 x 84 32 52 1/8 X 25 8 A.0 F.G F,G 33 52 1/8 X 37 3/8 6 A'c F.G F,G.H,l F G H,l 34 52 1/8 X 49 5/3 6 A,C F,G Hj F,G H,l O,F_F-G HJ 345 52 1/8 X 55 1/4 8 A.0 A.0 F,C.H.1 D,E.F.G.H.1 35 52 I/B X 62 52 1/8 X 71 B 6 A,C F GAI U,F,C.Hj 36 37 52 I/B X 83 6 A,C F,G,J.K D,E,F.G.J,K.J,K 37 SIZE NOT AVAIL.Aet-E IN iGOO OR 1500 SERIES- F u "A EXTR T T -l"Ef"S INTERNATIONAL, INC L"RITU U L) - r- SANFORD, FLORIDA TITLE: INSTALLATION DETAILuSGL, HUNG FLANGE WINDOWS - SERIES 1000 , 1500 2000 DRAW NBY:BB APPROVED BY: EX00 I 6> 0(9/01 TS LNDWGLFI0/ SCALEDATE: 10/09/01 SCALE: N T S DWG-: FLEX0016 PREPARED BY. PRODUCT 3c APPLICATION ENGINZFRiNG. INC- 250 INTERNATIONAL PKY-, SUITE 250, lifATHR94V, FLORIDA 32746 PHONE 407 805-0355 FAX 407 8135-0366 I - olcr SwH- luno '7'Li iryj SIH. A x 2 V 1 11.1 ul 31E mU L L IN E i QN L 711-6 _X, 4'/E. 10 -00 S : H JAM X .p , '- , Jam` F TAP P 17 S'4 B Wl M A/ FLANGESN MULL 10N a x SD F N G ME x 4 X UBE MUL L MN is S'H. JAMB '17. yp') AFC X I / _2 S E U_ TAP'PING SMS 4 SEA. AN T 3- T'ee;_EN MULLION 8 1-1/_2 SELF_ X 2 X 2/8 TUEE' Ts 7 4, i_ X X 3iE, A i 'AF-PiNG SMS VINDUE.' FLANCLS MULL-11DI'lli c— SMS A JAMB (T Y;',) r r- ONE _M'll WOOD— py IDR A EMEE_DMEN T; 4A x 0 CRE IES TO HE-40 6& S i LL WH RE X 4 V 7i A r_ j LL 4Ei X ANCHURTINSTALLATTI Dilni, TAPCHENLN4 jR TY-," S11 L Cl i p 8 X 1-i/2 SEALAIN BETWEEN FANGE-S MULLIDN 7 6 x -1 / 2 s E LFTtAPPIW_-, ScM.-S W ' N30W 7; 4 8 X TAPPING SENS 0 C-C-f t- 7)'.o07MC7 SMS' ', TYP.' _R E;_ E VAl("j'N V! EWE-' FROM EXTFRiOR FELD; 1 PAIN. N TST L Py DHERS' RE 5 ^' R' ll; A 7 Tl_-1 T T T-N L-1 _D UIjFj DATS I` 11-INATIONAL, INC INTFSANFORD, FLORIDA G TITTE. luu O 3 G F L -A NG S H E Li - Fl- Li IF HE P f T-1T FSHEED 0 F EFOR 3 - SS"RE CAPACITIES iDRAWN BY _Ti_PROVED BY: rr Qr AT V. T t nwr f EM r SERIES 1000 & 1500 FLANGE VERTICAL DESIGN PRESSURE CAPACITIES ---------------------------------- TY CAPACITYCAPACITYCAPACITYCAPACITY 1 X4X3 8 2X4X3/8CAPACITYCAPACITYCAPACITYCAPACITYCAPACITY 1 CAPACITY CAPACITY CAPACITY I CAPACITY /8 1 X4X3/881lX4Xl/8 lX4Xl7/16X3/81X2 7/16X37/16Xl/B;lX2 7/l6Xl/8,lX21X2-X3/8 1 1 X2X3/8 'l X2WINDOWlX2Xl/8WINDOWlX2Xl/8 1 TUBE MULL TUBE MULL i TUBE MULL TUBE MULL TUBE MULL TU13E MULLI TUBE MULL TUBE MULLULL !TUBE MULL ;; 4 ANCHORS 6 ANCHORS ra ANCHORSTUBEMULLTUBEM4AN56ANCHORSCALLTIP -TO -TIP L CHORS 4 ANCHORTUBEMULLTUBEMULLORS2ANCHORSORS2ANCHORS14ANCH ) SECT. A-A(7) 5) SECT. A-A(5) SECT. SIZE SIZE 2 ANCHORS 4 ANCHORS 2 ANCHORS A ANCHSECT. A -A A-A(6) SECT, A-A 6 T. A-A(2) i SECT. A-AK3) SECT. A7AU,3; SECT. A_:j,, S EqT. A-A(4) Lj_j SECT. A -A J2SECT. A-A(l SECT. Lj SE 791- 81 1187.72 '791.81 11187.72 1187.72 336. 52 732.42 i 336.52 '732.42 336-52 692.83 12 1 19 1/8 X 26 i 336.52 732.42 It- 493.47 1740.20 209. 72 429.55 .209.72 456.46 209.72 456.46 493.47 r740.20 740.20 13 lig 1/8 X 38 -3/8- 209.72 317.66539.12 1359.41 539.12 539.12 359.41 152.75 1:193.92 152.75 19 1/8 X 50 5/8 131.23 1 14131.23 152.75 177.46 319. 55 1319.55 460.17 1479.33 1479.33 1135.81 1194.97 127.29 1127.29 135.81 .139.09 145 1419 1/8 X 56 1/4; 94.13 '94.13 --- 282.02 1423.03 423.03 97. 48 ;119.85 136.64 1282-02 423.03 189. 21 97,48 15 i 19 1/8 X 63 65.97 65.97 89.21 296. 98 296.9 365.75 212.62 212.62 8 58. 81 64.27 i 90.09 16 19 1/8 X 72 43.49 i43.49 294.03 1131.79 131.79 'l 84.08 184.08 5S8455.84 36.45 i 39.83 3983 . 17 19 1/8 X 84 26.96 126.96 136.45 . 1927. 78 618.52 927.78 1618.52 1927.78 7572A3lH2 126 1/2 X 26 262.87 572.13 1262-87 541.20 262.87 572.13 i 262.8 557.41 371.61 '557.41 1557.41 T- .61 74 i371157.93 323.48 157,93 343.74 157.93 1 343 11-13 6 1 /2 X 38 3/& 157.93 1239.21 1 1 1,399.53 266.35399.53399.53 143.71113.20 201.45 2-35 113.20 13 11-14 6 1/2 X 50 5/897.25 97.25 1.51 113.20 23 5. 7 0 353.55 353.55 3313 .42143.815.70 23 93,89 93.89 100.17 1102.59 100. 17 I H45 6 1/2 X 56 1/469.43 i69.43 -Li--, 207.10 T-213i. 102-3 6.8 3 310.65 310.65 100.3411-15 1 26 1/2 X 6,3 48.44 i48.44 65.51 65.51 71.58 71.58 217.11 1217.11 1267.38 146.98165.86 165.86 1155.44 1155.44 142.99 142.99 146.98 11-16 26 1/2 X 72 :1 31.79 31.79 128.99 40.64 1H7 26 1/ 2 X 84 19.62 19.62 26.53 26.53 340.64 i95.93 195.93 1133.99 i 133-99 214.02 510 '765 1471. 75 i2161471.75 1510 765 1 75 1765 2237X 26 11216.75 1471.75 i 216.75 471.75 216.75 1122.22 '266. 00 1287.57 '431.36 1287.57 431.36 1431.36 23 P7 X 38 3/8 i 122.22 185.12 1122.22 250.32 1122.22 266.00 29 200.86 301.29 1301.29 10&37 85. 36 151.91 1200-86 301. i 18536 99. 17 185.36 24 07 X 50 5/8 '73.34 1173.34 254.07 264.64 1 264.64176.79 174. 93 i 107.65 176.43 176.43 70.28 170. 28 74.98 245 37 X 56 1/4 51.97 1 97 153 96 1,2-30.94 1230.94 174.59 48.70 153.21 53.21 65.43 153.96 i 176.06 25 1; 37 X 63 36.0 1 36.01 48.70 1160-30 1197.41 114.76 !131.61 i48.62 I - 48.62 114.76 34.69 34.69 26 37 X 72 23.47 12 .47 131.74 131.74 98 27 156 97 70.36 170.36 '98.27 i 29-81129. 1 19.46i19.46 j21.26 i 21 :*26 81 1 27 37 X 84 14.39 114.39 il-------- i 1676. 28 676.28 450.85 1676.28 1 61 a207.CY4 ---450.85 1394.49 191.61 417.04 91 32 53 1/ 8 X 26 1191.61 417.04 191.61 347.25 347.25 231.50 347.25 i 231-90 201.51 198. 38 1-214.14 2;,4.14 a',, 98.38 49-02 -- ------ 1231.01 33 3 1/8 X 38 3/ 83.09 231. 01 1154.00 i 231.01 76.04 .45 34 1/8X505/a,56.23 56.23 T 133.48 192. 22 133.48 1200.23 200,23 156.73,; --i81.44 58.10 345 3 1/ 8 X 56 114, 39.32 39.32 53.17 53.17 156.73 172.63 38 1172.6315.08i1,31.60 115 1 0 39.78 39,78 i 48.91 15S.76 35 53 1/ 8 X 63 126.92 126.92 36.40 36.4 ------- t 84.77 197.21 1118.41 1145.82 1 84.7725.62 125.62 1:35.92 135.92 36 53 1/ 8 X 72 17.34 17.34 '23.45 i 23.45 1120.81 151.39 51.39 ;71.78 15.53 5. 53 121.77 12l.77 37 1 53 1/8 X 84 10.51 Llo 51 i 14.21 14.21 INTERNATIONAL, INC SERIES 1000 1500 FLANGE VERTICAL FLORIDA EXTRUDERS SANFORD, FLORIDA 7- MULLION DESIGNPRESSURE CAPACITIES T I T IE: Li -Lk- N, "FRESS; SHEET 2 OF 2 0 C-) FIN S' NOTE: A) NUMBER OF ANCHORS NOTED FOR TAFCON ER T DRAWN BY:,J APPROVED BY: FASTENERS REQUIRED AT EACH END, S. L- I DWG.: IV 2 8) DESIGN PRESSURESGIVENAREFOR1.5 X IU) ffAT E: Ci13 1 SCALE: F Li L! N1 Lc. rm 0 SHEATHING By OTHERS STUCCO — OF SIDING By OTHERS PERIMETER CAULK BY OTHERS SHIM AS RE'Q'D SEE NOTES) CAULK BETWEEN DOOR FLANGE L SHEATHING TU r " lz lOc 1 C,>,4 EA-rP U,96R5 rT SLIDING GLASS DOOR FRAME SILL a n vs INSTALLATION ANCHOR 8 SCRF-\./ TWO BY WOOD BY OTHERS 1/4" MAX. SHIM SPACE 1-1/8' MIN. EMBEDMENT SLIDING GLASS DOOR FRAME HEAD EMBEDMENT 1-1/4' MIN. LIBERALLY APPLY CAULKING UNDER SILL OR SET SILL IN RED INSTALLATION ANCHOR OF CONCRETE 3/16' DIA. TAPCON SECTION A -A we DOOR WIDTH SLIDING GLASS DOOR FRAME JAMB TEMPERED GLASS TYP.) SECTION B-B 4' MAX- SHIM SPACE TWO BY WOOD 41-1/8 MIN. BY OTHERS EMBEDMENT SLIDING CLASS I HOOK STRIP SHIM AS RE01D. SEE NOTES) INSTALLATION ANCHOR 8 SCREW CAULK BETWEEN DOOR FLANGE SHEATHING SHEATHING BY OTHERS TEMPERED C STUCCO (T YP.) OR SIDING BY OTHERS EVATERMUR ELEVATHIN 2 PANEL DOOR SHOWN INSTALLATION ANCHOR WOOD RS 1-1/8, MIN_ EMBEDMENT H[][]K STRIP DETAIL NOTES: 1) DOOR MATERIAL: ALUMINUM ALLOY 6063. 2) #8 INSTALLATION SCREWS MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN, EMBEDMENT OF I _ 1/?' INTO WOOD- TAPCON TYPE INSTALLATION ANCHORS AT SILL MUST BE OF SUFFICIENT LENGTH TO ACHIEVE MIN. EMBEDMENT OF 1-1/4' INTO MASONRY OR CONCRETE. 3) INSTALLATION ANCHOR CHART ON BACK OF THIS SHEET. 4) USE SILICONIZED ACRYLIC CAULK BEHIND DOOR FLANGE AT HEAD & JAMES- 5) USE SILICONIZED ACRYLIC CAULK FOR PERIMETER SEAL AROUND EXTERIOR OF DOOR. 6) IF EXACT DOOR SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE. FOR THE APPROPRIATE DESIGN PRESSURE REQ , D. 7) FOR POCKET DOOR SIZES USE CLOSEST BYPASS DOOR SIZE & CONFIGURATION TO FINISHED OPENING, PLACE INSTALLATION ANCHORS, IN FRONT OF HOOK STRIP AS SHOWN. 8) GLASS THICKNESS MAY VARY PER REQUIREMENTS OF ASTM E1300 GLASS CHARTS 9) DOOR UNIT IS APPROVE]) USING TEMPERED GLASS IN SINGLE GLAZED OR INSULATING GLASS. 10) JAMB / SILL CORNERS ARF_ TO BE SCALED WITH A SMALL JOINT SEAM SEALER. ii) SHIM AS REQ'D. AT EA_ SET OF INSTALLATION ANCHORS, MAX- ALLOWABLE SHIM STACK III BE 1/4*- 12) ALL INSTALLATION ANCHORS MUST BE MADE OF CORROSION RESISTANT MATERIALS 13) WHERE 'x' REPRESENTS MOVING PANEL AND '0' REPRESENTS FIXED PANEL APPROVED CONFI W-RATIONS ARE AS LISTED ON ANC14OR CHART ON BACK OF THIS SHEET- 14) NOT ALL CONFIGURATIONS LISTED ABOVE ARE SHOWN ON THIS BRAVING, HOWEVER INSTALLATION SECTIONS 'A -A, 'B-B' & HOOK STRIP DETAIL APPLY TO INSTALLATION OF ALL APPROVED CONFIGURATIONS- 15) FLORIDA EXTRUDERS I= SERIES SLIDING CLASS DOOR IS SHOWN. THIS PRINT ALSO APPLIES TO 2000 SERIES AND 500 SERIES. REV I DESCRIPTION -DATE IN EXTRUDERSL-11 R, I D AINT. INC. SANFORD FL. TITLE: SLIDING GLASS DOOR F INSTALLATION WITH #8 SCREWS DRAWN BY: BE APPROVED BY: ATE: 12/17/01 ISCALE.- NTS IDWG #:FLEX0927 SHT I OF 0 NOMINAL DOOR SIZE AND CONFIGURATION 4068 XX, OX, XO 5068 xx, Ox, X0 6068 XX, OX, XO 8069 xx, Ox, XO 10068 XX, xx OX, XO S-Oq 0 , 11 X, XO 6080 xx, ox, X0 Soso xx, Ox, X0 10080 xx,—O—X,_XO 50100 xx, ox, xu 60100 xx, ox, X0 soloo )(X— COX, xo 9063 OXO 12062 OXO 15069 OXO ox970- so 11 12020 OXO 15080 OX0 90100 Oxu 120100 OXO 9068 xxx 12068 XXX 15068 XXX 9080 xxx 12080 xxx 15080 xxx 90100 xxx 120100 xxx 10068 OXXO 12068 OXXO 16068 OXXO 0 01008080 x x - L 0 0120eoI2 xOXXO0x0 08 016080I6 XOXXOX 0 10 010oi000 X XOXX[3 0 10 0120100 XOoxxo1X 160100 OXXO 10068 xxxx 12068 xxxx 16068 XXXX I1 00080080 xxxxxxxx 12080 xxxx 16080 x x X-X 1301o5 xxxx 120100 XXXX 160100 xxxx 8 1 SCREW INSTALLATION ANCHOR CHART N 48 X 80 60 x so 72 X SO 96 x 80 120 x 60 60 x 96 72, X 96 96 x 96 120 x 96 60 X 120 72 X 120 96 X 120 109 1/8 x 80 145 1/8 X 80 181 1/8 x so log 1/8 x 96 145 1/8 X 96 181 1/8 x 96 log 1/8 x 120 145 1/8- X 120 106 5/8 x 80 142 5/8 X 20 178 5/8 X 80 106 5/8 X 96 142 5/e X 96 178 5/8 X 96 6 5/8 X 120. 142 5/8 X 120 119 5/8 x 80 143 5/8 X 80 191 5/8 x so I19 7 x —'5 143 5/8 X 96 191 5/8 x 96 1119 5/8 X 120 143 5/8 X 120 191 5/8 X 120 ll/ 1/4 X 97 141 1/4 X 80 189 1/4 X 80 117 1/4 X 96 141 1/4 X 96 189 1/4 X 96 117 1/4 X 120 141 1/4 X 120 189 1/4 X 120 QUANTITIES IN HEAD & SILL Up TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF El 11 n0 1D 10 12 12 12 6 6I 6 8 8 8 10 10 10 a-12 12 6 6 6 10 10 12. 12 12 14. 14 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 12 12 12 14 14 14 is 18 18 12 12 12 14 14 14 18 18 18 12 12 12 14 14 14 18 19le 12 12 12 14 14 14 16 16 16 12 12 12 14 14 14 16 16 16 12 2 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 10 10 10 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 12 12 12 8 8 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 a 8 2 10 10 10 10 10 10 10 10 10 12 12 12 12 12 12 QUANTITIES IN EA. HOOK STRIP UP TO 46 PSF TO 61 PSF TO 45 PSF 60 PSF 70 PSF 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 51 5 5 5 5 5 5 5 5 5 6 6 D 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- 5 S 7 6 7 4 4 4 4 4 4 4 4 A 10 10 10 5 55 5 10 10 10 5 55 5 12 12 12 6 77 8 12 12 12 6 7 8 12 12 12 6 7 a 44 44 4 44 44 4 4 44 4 10 lu 10 5 5 5 10 10 10 5 5 5 10 10 10 5 5 5 12 12 12 5 7 12 12 12 5 12 12 12 5 7 ANCHOR NOTES: -D BUCK USE SAME ANCHOR QUANTITIES. -011) FOR MASONRY OPENING \,IIT\,JO EY WC10 FLORIDA EXTRUM ERSINT. IN. SANFORD, 'FL. ,IF0' D' 'FL' 01 2 TITLE- SLIDING GLASS DOOR )d INSTALLATIONWITH #8 SCREWS ENGINEER I URN 0 r) IIATI, 12/21/01 DISCIPL ' CALF' L N[ CIVIL NJ,S. av'- mo F-LEX0027 FL- REG. REV. LETTCR, D-CET a- 4 7182 1 ? nF p 0.N.6;AR E DR WIND LOADS aASIC WIND SPEED =Jo M.P.I-&. (FASTE5T MILE) 110 M.P. -i- (3 SE GUST) WIND IMPORTANCE FACTOR = ID WIND EXPOeURE CATEGORY 5 APPLICABLE INTERRAL FREH:56URE COEFFICIENT i O.iS INCLUDED IN DESIGN WIND LOAD) DESIGN WND LOADS - U'ALLS = -22 , -1& PSF ROOFS = e20 , -20 PC-,F 30 PSF AT O`IEERN 5) PLAN: 1692 o I. DO NOT SCALE THESE DRAAING5 ARITTEN 1:)IMENSION5 AND NOTES SHALL CONTROL. CONTACT THE FIELD MANAGER AITH ANY CONFLICTS SHEET NO. SHEET NAMEINTHEPLANSBEFOREBEGINNINGRK_ 2. ON -SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL C COVER SHEET BE THE 5PONSI5ILITY OF THE SUB -CONTRACTORS. EACH 5U5-CONY CTOR SHALL REPORT TO THE FIELD MANAGER ANY DISCREPANCY OR OTHER Al FOUNDATION PLAN, WALL OUESTION5 PERTAINING TO THE DRAAINGS AND/OR SPECIFICATIONS. SECTIONS, FOUNDATION DETAILS 3. IT IS THE INTENT THAT THESE DRAAIN65 BE IN CONFORMANCE AITH THE 2001 FLORIDA ILDING CODE, AND ALL APPLICABLE LOCAL, CITY/ A2 FLOOR PLAN, INTER. ELEVATIONS COUNTY, STATE A FEDERAL CODES, ORCIINANCE5, LAAS, REGULATIONS A3 EXTERIOR ELEVATIONS, ROOF TRUSSANDRESTRICTIVECOVENANT560VERNIN6THESITEOFiNORK. 4. ALL TR ES SHALL FURNISH ALL LA5CR, ECUIPMEN7, MATERIALS, AND LAYOUT A3—B.I r 'B: GABLE DETAILS) PERFORM ALL AORK NECESSARY, I ICATED, A50NABL`' INFERRED OR A3.1 STRAPPING SCHEDULEREOUIDBYANYCODEAITHJURISDICTIONTOCOMPLETETHEIRSCOPE OF ' RK. A4 ELECTRICAL PLAN, ELECTRICAL 5. ALL 34"X22" AND 36"X24" PLANS ARE DRAWN TO SCALE 1/4" = I'-0", RISER, PLUMBING RISER EXCEPT FOR THE SIDE AND REAR EXTERIOR ELEVATIONS AHICH ARE DRAAN TO 1/5" = 1'-0". ALL 1-7XI1 PLANS ARE DRAM TO THE SCALE A5 PRECAST LINTEL PLAN 1/&" = 1'-0", EXCEPT FOR THE 51DE AND REAR EXTERIOR ELEVATIONS AHICH ARE DRAAN TO 1/16" = I`—o°. A5.1 PRECAST LINTEL LOAD TABLES 51 STRUCTURAL DETAILS S2 STRUCTURAL DETAILS 8 ENGINEEREDBY: RR4`-LE5 OVER OVER i5• 514FIBERGLASSFr-d-175 FELT OVER 15;FEB'FE LT OVER 1/16' Sp OR L!2" Cox 0 OF t/2° c::>x R-n NSLL.— P-n _ WOOD 7F1J_1'_E6 11IOOD TFZISSES STP4PFEE) 'AAA,"44yTRISS S7RAFPEr) AS SHOUN 45 S ON ON TRUSS L,4T'CL7 LAYOUT DRYWALL L<2 PT, OVER Ix -a IX'2 FT OVER D<6 CDR CDR OVER 2X0 OR C_NT_ ALUM. FASCIA V,' DRYWALL OVER SLeFACIA ALL"I, OVER 2)<t, SUffA 50A W1 I-X2 FURRING OVER VENTED 5OFF;T V2' DRYWALL CONT. ALt", VENTED SOFFIT R-5 g LILATION OVER DO FLIRR, L EL C"'ER R-5 KSUL LIFITEL BLOCK WA -, BAR I. 5BI&IR T1 MA_5_11 4RY FIN[e44 OVER U1/' NDOWLNITPRECASTUT140) - 5 3CONK-Dj SLAB W/ ' 1 ---- Gm BLOCK WI-S DCTJUEL5 WHEN C, VT OF GREATER FIBER"ESP OVER 0 - I . Swo-d" 4,7fO LOCN53I,z' COW_ SLAB W1 PRECAST MIL VAPOR BARRIERON FGUNDATION F`L/4 FIEIERI-ZES4 OVER 6 CO;`4c- SILL OVER TERMITE -TREATED, 0 MIL VAPOR BARRIER T N416N OVER IIELL COMPACTED FILL _7 OVER TBSSITE-TREATED, CM BLOCK W-, DOUELS WELL COMPACTED'Fl, L '-+40UN LC<_ATf0f45 -'r- yy ON FOUNDATICII FLAIL 3-H2`' 3-H2— A j 2 -5 WALL SECTfON: CMUI- ONE STORY- MONOUTHIC 10N_§_WINDM CMU- 0 I STORY W CVVAW)-YOI 'L-E WALL 5ECTION&- t-IONOLil' plcl 3f. Cow_ 5'_A5 W/F15Ef;MESF1 OVER ( IMIL VAFORR BARRIE- OvER TREATED Cot'TF, bTEED NILL 7 T 2 • 5 BARS MONOLITHIC SLAB CLIU 25, 5 POR17, BAR U 1-CHAIR BLOCK QjTjA!P _BLOCK ld IERFRAME L;- CONC- SLAE, W/ RBEF 5t4 3VER 6 MtL VAPOREARFJERttFOVETREATEDCOMPAC- TED FILLA-1 GRADE TH D SLABNON_BEARING ENI 1, CONC.5AJfOS NON LOAD F RG WALL I - 5 REF -ARGO' NT, - --\ SLAB W1 NHL 1 Fif5E_"-_SH OVER r, MIL VAPORBARRIER ax?, LfNTIL 7U III W/ OVER TEF1IITE TP. EATED, i5" CONT, UFELL COT-IFACTED FILL- VERTICAL REBAR1-vJ DEPRESSED SLAB SINGLE COURSE Z NION- 8-F-A-Mr- 4-CCPGARAGE0LINTEL25L_ CORNIER BAR W1STD. NOOK E, BAR E Cm CONC, FILLED COUSSE W'j . 5 LINTEL BEAMREINFORCING A,XIMLY-1 ELF FrILLED, E- EL LET ROtr,'ED EELL' , THAT CAN PEI,, , T rl P, L II/L-D DESIGN WAILL PPES'IPE T m 22 F'SF MAXIT"U1 AI LCt IAFYLE TEIFIION GIN FU' Lka'TS PS 25 FIS L - AC L 5-31 TABLEU I SEC -TfO',4MOPEPTIES B'FARTHILLY BPCUTEFf WALL - 45A eM1+50N,1J21' STPLE r E_S F.E I) M = .!'f /8, 5 < I-4* 1.'LX121 BYT 9S 43 , U 4 F' USE 8'-L1"1UF1IZ, 9'-4' CEUW MhX 0-_, 13) LO ,E S'-O' UFIZ, EP/ 1CIt4G - UY-O" TO iZ-3' C'fL94- MAX USE E,'-D' I-URIZ, 9FAF- 114T, - i< TO 18LEUE MAX.6 AUD LINTEL W1 (V 45 CONT P 9-4'1-CT f,/- 8',1 ANCHOF 4riE_ T_AFIGON: M-0c:X TO EXT. FRAMESPF4R STfRENrTW)r DETAIL DENOTES PIPE CO14I,EC_Ti014 (TYP. &PAGDV_) 7gil -a- FIA56 f' DETAIL D' CTE6 Flf E 1 LPHXT;_i 1T 5-MI—LA1_141 F114S5I`v_ O`F_11'Iz1qTAF' C,C>N- 3/w or- 2 6=5 LAF rERTFIAN 5LEEVE BE 111EIED11ENT "GIL - BE SLEEVE S"ALL EXF1. E 0L-Tin610GROUTEDSOLID f AE oLND FIETE 2 5i7ES LAfY-ER U"• c 4"m CC X TEST REPORT - RO-20C' a/ SLEEVE TPM F'tF-- PR, r£SSkGM<kL 51-BRIACE t- 7aSFE FOR BIT SIZES4 f N11_F 14TI,:O4 TNED WIrKE EXTI/_'-! dCN -SEE FGANDATION FI- M LABNF U _1BR, I — FOR FEBAR CYJANVTY 1S J- T I 5 REISAR UATFIN F00TW- I E LOWAEL UY 25, MK SPLICE OVERLAPI L EOOT_ Eff2 LZ 44 15TA— L AIR (SEE POLNDAOCIN ME, LE' S FORSIZE) 7_L2 h&3 ILB! 5 25311-55- TYFICAL FOOTING DETAIL I L IT-V F_-TJO FLR 15 T, V- 5, FRErIkCT 5.6--, -- RE EcaMPATION5L, 40 NOTE - a 112' COW- SLAF, WF15ERMES' OVER & MIL VAPOR BARFILT7 f" N CLEAN, WELL GON'PACTED TER"U__ RESISTANT TREATED FILL OR, fZECFZUI7_2' ST",TEA tT'I' F) 1--A 4' ClOW T J ' 201-01 WJTEDEMPLE fINT GABLE END EFTAIL SHEET,I N. a A3-B.f ( ELEV. 'p" U11, r) W FCBS AT 6AF13 DOR 3'-' 1, T-2' FOUNDAMOAI:__'_,_ SCALE = 1/4'= 1'-0' ENGINEERING THIS, STPLF-71-F- E HAS BEEN OESs TO MEE OP' EXCEED 1(407) 74-9003 F": (407) 774-8477 THE 110 M.P,K 3 SECOND UrT WIND LOAD PE fFE1-1ENTS P'0 BOX 1761613 ALTAWNTE SPRNGS, FL 32715 WALL S/ECTION5. MONOLITHIC OF THE FLORIDA FAHLDIW r-01-JE 200f EDITI N THOWS J. MDEFSCIN PEJ 47819 L74, m IN Hit lei Ma C'4 gat! iRiz Me Eff- , d-*- d by 14 L" fdmu design daW 01- 22- 01 sheet Al Of: KITCHEN A KITCHEN _B SCALE- °Q° P P" YALE f4"=)'-v -- C43t AD30 VA 73,5 BATH uz3vaDz10 C BATH D W -R1 I-R-E-1 _`VJ E SALE = 114° =i`"O" LEA END lT1iTT[ILTI TEE BEAM - S-A" AFF_ NOTE ALL INTERIOR UkLS TO 5E 3 V2" ULE55 Otk-ER% H 90TED, NOTE, ELEVATION `A° SQ. FT. CALCULATION LAMM ENTRY 38 MOTE_ EEOTLERo # EC'LNDATION PLAIN 6ARAGE 3 FOR FILLEDED CELL LOAC T tCN TOTAL AREA ER RCYf PkTlf ;-: 404 ILL 5TRi1GTUF_'IL WOOD NEIDERS TO BE DOUBLE 2" X 10' UNLE65 TOTAL aQEa 2K3 NOTED OTHE IE 1 40' m' PATIO OFTEGRESSL ;yy >xo_is &D&Ii SS D. m (-2 / FLAT Tmss i s' 4 8'FL'2 m p. GAfiffT I 7 B' FLAT ( EI v _ F t i g , tL TF j I E- m - _ E WfcZ ! F car ' Tv S e' Fur s ry Ts = _ 3 W o _ . j p ( Gi C 43 i t e t u cero-r f BED RV '2 LLn/ I 2f - q i ro 51 _ a arG ?[.. nrrcf x .>, ! FOYER 1 : 4m AER HAtisLEF? is Nh`E PM` IRof 4" CLEARdsdCE G'-3 ALL 3 DE5 Arr E aar s' J a f 5PACE SHALL eE MK 12° lEsF3'+ URDER THAN AF'PLIAI r_EI +21/-2 ] 3 C 2 - CAR GARAGE E q R { C V ftcow- VFIAT \ a fiEFERESS il58 i - L - --- — - - zMl pIN!; l' C7.H 11 ... ac P° 4 E1[ Pds- SCA1 = 1/ 4°= i`-D"m r snr: dge72_ 22 ENGINEERINGap7j na- sws rn (mvY na-ex 7 4. 80X tbf 651 AtYNd9NTE SffS. fi 3TY15 4if9M1S ,A M;mEft'.XNlP£( 4i8Y9 Of. 7HJ1IItul 40-0-0 ROOF TRUSS LAYOUT 'A' 12 BASED ON '44ATIORAL DESbSN SFECff--'CAVONS rJ FOR UXIAOD CIONSMICTION FROM TAB &5. - IIJAP-6 AND 6F$ - 0-4-1LAT57ZALLOADDSStS4YALLPES' ALL —FLATCEILINGS!!' v1d 4S. 1 8" TC LNE: 20 psf TC DEAD, 7 psi F ANDKOTE;5EE TM65 r-F-6.'S E7r-IKEEFn-: —Z) LAYOUTS FOR TfRU56-TO-TFU55 C ANEC-TC)f;F551- I — - 4 BC LNE 0 psf BC DEAD- 10 psf SE, J) USE M TYPE 'r-' (OR WERX-4AWSAaLE TM) FOR TFJISS TO FP-Ar'EUIALL OR eeAM C'!;t NECTION UNLESS MOT't:> CnEMM--Z (uMaj 2) Lg5-- (1) TrfE 'A' (OR NMRS-E TIE) FOR Tfd5S5 TO BLOCK U) ALL00WECTION (UNDd 33 USE E-M (OR KTERSW,41r.EABLrTE)FCR ALL J015T C, 04EcTtoms (LNOI 4) USE (3) J&d opt fS) 1% x 3 V4- PASELOCIE 6,UNMAIL TO FASTER JACK TO I rs"RDSP- (T4B) S) GA5LE TFIZeES, fRSWf E (1) rY'FEA' OF, IV T'rT'E "C" STRAP AT 4W OX- FR M CENTER OF TF&55 TOTAL: 37 psf DUR FAC: 1,25 8'- 0" PLATE HT. SEE POST STOZ4PPRIr ON It AND 2nd FLP- FNELIIATr- ECUVALM4T MAY BESUBSTMTED FOR " AND "L VEStC*4ATIONS' ZCa* F, QW LESR- IrIFPITC9 I r— TEXTLIRED M1514 ICOREP PMMOMPY PWIP GRACE L- FF O, J'T `LEVATION SCALE = V4'= I'-O' ROOF PITCH OFF RIDGE COMP T SH# TCsLES clo r SPWSLE5 SPWSLES D M TEXPAM MASOwr NI54 14 CORAL RN15HSTYROFCAM SHUTTERS DECCRARVE FOAM SELL FOAM DETA1 9)6TLfCC0 COATNGe 5fLL TD 7L:; L MA F sw FINISH GRADE SCALE = V4' z f'-O' OFF RJDGE VENt (TYPt. ROOF PITCM 41 5ILL DETAI 9TS F- NOINF- F-RING W) "-- F— ( 7) 77—Mn ZX 161613AL—SM6 . R 52716 ItYMAS j, m*E-,— 'Ef 4ms COMP, SHWiLE" TFXPJRFE> MASOWY O Ll 7 WSk GRADEREI-4F? ELEX ATION SCALE - 114' n V-O" :% Eli D: f 0 PH M. 1, qC,4ate- emr des—d by: 14 d— by- d.- desgn GI-27- 01 sheet A3- A ov am f T LOADS (LBS.) UPt,.6rT n META10 CONCRETE .. 1610 s15 70 HU626-2 DOUBLE FACE U HANGm. ER 393 Joao 115 r+ 1 rt a ANCHORTOPPLATE (oX ER l • HGT-2 HEAVY sDE TIE 1) ER 432 f s s s a i. HOLDOWN TO 3" WOOD ER 2) El/all? 1135HETA20HEAVYCONCRETE6TRAPER3`33 t(1/"Plq a % i 0 i HHET. if 2130 4455 c Al r- LOAD TABLE MODEL 1692 OANTITY EOUI IET- 5REAKFR C-M-!X;-T-Q-R- iQAP 2 1 RA4,E 40A 2/P 10,000 2 1 DRYER 3 A 241 10 5;600 PIER20A W 12 V00 REFFjGER4ToR 20A VP P 540 t I DaR06AL 20A UP if540 I I WAS -ER 20A W SOO 7 2 t E 20A UP 1 _12 6 6GENERAL Lr-44TW. BA W 4 60M 1 cAgAc-Eoxp opENER6A UP 4 wo 6- FADDLE FANS abT 6A 01 w 500 50-_ TOTAL. (WATTS) 1 SL 10ow WATTSAT m tOOM WATTS REP14VER 40%. 8, 52 "m A. G. 30M WATTS 3OW WATTS TOTAL 21r:,7-240 WATTS TOTAL LOAD 8813 All'S 5F- cE SIZE E0 X'F5 ELECTRICAL LEGEND DUPLEX REa Ex"6T FAN 230 VOLT REa 91OKE DETECTOR WATER PROOF REC- WOOT: DFTECTOR (WALL MOLM) qp GROUND FAULT REC- PRO; E TELEv6tON qp t, SWITCHED REC. QANCTION BOX ro- DICTFLUCF75GENT Fr/- D FLOOR OUTLET Fq-p TRACK L W- SOTC14 3 WAY EUUC44 FLOOD Lr.W 4 WAY WTCW MAW. CEILW, FV, 0- POWER wmaN 0- DOOR BELL RECESSED Lr- A4 (VAPORPROOF) CVrC£IL M FM PREVRE RECESSED LIGHT ( EYEBALL) P!-!n ELECT PANEL P-&W; E a/3 Wn DRYER V3 n 6MALL AFF, 12/2 Un L1GWTW-% CIF- 14/24 n ROM a, GP ROD I&S2 ELECTRICAL R15EF DIAGRAM / 150A 4 WIRE 5ERVICE 2- VYR I I I w V.Tp- LAVI V2' L 23. IF -- lie T 21 YTR 4 71 LAV 1 V2, , r arrt V 4° To 1( o' 32 PLUMBING R15ER aS, Ski 3' KS. 3' OF' , ACLOv- AVON G1 2w P2 a S BX4 N 4 W, Pm (STD) DRY 0 4- II c` rn N uxb 7, 04 AIC Err m M Ar- NECI (ATTIC ACCE* MyLm F CIDD. t= Jj Im T SCA LP - 1/ 4' zl'-O' N!2TE; SEE ATTACHED HVAG F0R CORRECT PLAN: DO NOT USE HVAG LAYOUT ON TH IS 644EfT. P&RHICANE ENGINEERING 4M nFace ( 407) 77- 77 Pb. sm 161613 AxWorf spms. a 32716 U 4. 6MI. i LLJ lK n 4L O N4 4 tl4 ° CASE n f p U p g QS bb & dry EO d no Y 4° o ° 4® y c+Ts 20.Ul'25Epm 74 j a- q(pp(pyyppr®°uxpxiv4--Z 4 m c$t p.ma.FEii®® 4v¢Q rs°g`c 4a Qt Q6@3 OY' Eti ¢e iF mo - 5 a aY Smd Oz'4¢Q zr nn: m arcT- TE 692 LINTEL SCHED. L L LL E -'`T t6TfTYP GONNE fT5 L i tT'- 4" Brl2-45/iT ALLIED LINTEL: A ;3 L 2 T 6' of#6-l3 T ALLIED LiNTELA-5 L 3 T-b" 8F16-E5/IT ALLIED LINTEL A 5 L 4 4`-6" F46 7B T ALLIED LINTEL: A-3 -- L 5 4'-(, 8Fi6 OB/7 ALLIED LINTEL- A-3 L 6 T'-6° 5FE6-95/IT ALLIED LIN E'L- A-5Li 4`-6" 8F€6-GBJIr ALLIED LINTEL: A-3 L 8 4'-6" 81716-08/fT ALLIED LINTEL A 3 L 4 4`-b" BFfb-CBliT ALLIED LfNTE;._ A 3 L !O 4'-4 ? Pt4-OE!€T ALLIED LINTEL A-3 j u Q T CL¢y} yP ' y[( Q¢}}{(g{e' 7{{' yy dt nQ— S. 46Tpi Ei V) 4Mb sa 4A £$ can tlti W W 1- S TUAL. t F VARfES A5 PER TABLE 8F12-15AT 84Ff4-OB/! T EFf6-15/IT Fib-OB/IT LINTEL SECTIONS 5 lREBAR AT TOP MRL (1) REOD F- V2" GLc`AR Fw Z BO OFLtNTE1Ck ifTTTOM Y3.T— RE` ORCihKr SI6". SGTtI, L €'ROVIDEDNLWEL8° NOMNRL UOTH iVAR1E5) 1692 LINTEL DIAG F r FILLED OT14 GROUT 111 = LNFILLED O3'.TY OF 5 RESFxR AT BOTTOt' OF L ONTEL GGVfTY l m15/1TREB42 4T TCF' N(OMNNAL H'c t( I4TNotvN LVDTI # I desigrwd by_-tT n- drawn by: dmw design wed oy: aw dare: 01- 22-01 sheet: A TTE SAFE LOAD TABLES I-IATERIALS -- FOR GRAVITY, € PLIFT & LATERAL LOADS I PC precast linte€s = 5500 psi. --_.._._...-_.......--_--.....__._-...._-- 2 f`c prestressed Hrtets = 6000 psi_ 3. f'c grout = 5000 ps( r-4/ maxxr m 5/5' aaeregote. q Concrete masonry unfits (04J) per A57M C90 w1 Minimum net area compressive etrength = 11 00 psi. 5 Rebor provided v precast lintel per ASTM F665 GR60. Field rebar per ASTM A615 GR40 or GR60. 6 Prestressing strand per ASTM A416 grade 270 tow r,oloxotlon, T l/32 wire per ASTM A5I0- 8 Mortar per ASTM C270 type M or S. GENERAL NOTES 1. Provide fuii mortar head and bed joints_ 2. Shore filled "r'°'efis as requited, 3. instal#attar£ of tfntei mut ith the arch£Itectvrai and/or stnvcturof d-arctnas. 4. Lritels cure manufactured wlEk, 5-1/2" Iona notches at th- ends to accarrvnodate v '1"71 ce 1 ro"'Forchol and grovting_ Atl lintels meet or exceui L/360 vertical defection, except ilrtefs 1i'-4' cad #onveer with a nor inoi hei,3ht of 5" meet or exceed L/I&O, 6. Sottam Feld adoiod r to be located at the bottom of the lintel caAtu. 7. -7/52" diameter afro stirrups are welded to the bottom s>zei For mechanical anoh£oror e. b. Gast-€n-ptace concrete may be provided in composite l nte! in Her OF cancrefe masonry units. Safe load ratingqs based on rational design analtysis perACI3E8andACI530 SAFE LOAD TAE LE MOTES L All values based on minfmum 4" beorng. Exception Safe loads for unFifled linte€s must be redtced by 20% h beorfng ienerth is less than 6-I/2". Safe Toads for all recessed lintels based on a" nornoof beartta_ 2. N R_ = Not Rated. 3. Safe loads are totesi supermposed o#Eonab',e load on the= soctdon spec}Fied. 4_ Sofe [adds based on cToo-- 40 or erode 60 field rebar. 5. Additional foteraE to J capacity con be o€7tained try the designer by prov€ciLne odd€onol rcirfo,ced masonry 000ve the precast lime€. 6. One uT rebo- y be sW titutod For two , rebars €n 5' iintalo on4y. T, The deslgner mc4 evaluate concentrated loads From the saFe load taoles ca€culatira the maximum r Isttrra moment and sheor at d-orrat from the fate of support. 6_ For composite lint-ei heients not s'no-, use saFe load From next lower heighst. 4. A€i safe (odds I, units of pounds per klneor foot. 8" P_RECA_ST__Wf 2f4 RECESS DOOR _U _LINTELS 8" PRECAST 1 2_" RECESS _DOOR U._ LINTELS REF-)UCE VALUE Bl' 15% FOR GRADE 40 FILLED REBAR 8" PRECAST & PRESTRESSED U—LIN,TELS RELDUGE 'VALUE BY 2E96 FOR 6RA[. E- 40 FIELD REBAR NOTES -I ALLIED _LINTEL TABLES MATERIALS 8 INSTALLATION f, Mebar to precast N-,tef 6R60 par A5TM A65 2 rebar in poured beam 6R4O per A-57l 4 A6.5 3. Fc for precast Iinlx,ns =4000psr4cI- fled corn ete=a000psi 5 c m ,ate mwsors^u a fl s per ASTM G qp ma -tor pe ASTM C210 ' e M or 5 6 oaicud.Von, b : Rich d Newmcaz, PS.' Ridd#e M-_. ,ro Er'Vt Vns it7shoreifcamprite4" O_G. 6. it composite kbecdas ua culatzd with 1a5 n top or beam 9 saFe floods Irn-d or r it l 8" bearing4 .tnienwn;. 0. a#r toads in- In pounder per [it-r foot ft_ far Yer£athes riot listed use -xt Longer tenrgthar safe load FIELD REBAR i R 40 C-- G.M.U. ILIEZ A CGINC-RETE- FILL n FkELD FEEBAR dI I S CzR 40 f Lt P .E LINTEL Nt}, LE;3fTA 4T'Y SAFE, Lh,E__1-fi,BLE F-OR $ a CCt,v_CPETt... ft t rLl4J7ELS ILIEDc _ 8 X8" 8"x8" " X12- r a xt6" 8"x20" 8"x24 s"X28 B"x32"4 sNFitLED FILLED FILLED (_ t D € FtLLta FILLED i -({( 3b"° 3544 l i0125 .. 1200o t20GOl h2000 t200DI f20006 I b3 (5658 523Z 8 52 440 f 120001 k2000 I2Yi0£7 A 5 20ai i814 ( 556"7 4616 i blab ! t 1b2-t 560l 4924 p /i 4 { 510, k 28 tob0 l&10 € -, 2483 3336 S9!3 4631 555 A S 7 6' 2 ` OaF 044 2542 32 ;4 4024 7-10 5522 A 6j R 4" 656 bib lf12 E 4 2436 r..__ ..___.__.... t (r34 Lp k4d290-2I 3346 A 7 £06" 469 483 b4"1 ki10 1 [522 55' I 22€l py 2556 A b k 4' 502 6E2 1125 30 2002 1 53aa A- 11 A 1 40" 34f4iq 37a6-0 10!5 t6 3 }6q 212f A 10 134" 34'T74t05 t96! 1642 024 234# 08 208E 0 3P.4 618 642Ifor5 052 1 1624 -01.# 1300 1 5 - - 5_ kcs €:,.00 I i sI Ib30 A [5 2Uc ' 2 r I ALLIED UPLIFT ANDAranLATERALsaFE _ a F s GONCREiE F"LINTELS G r` r ,.. 8 a LINTELNO. LENGTH s x8 8 x8 8 XI2 a"x:e 8"x2o s"X24 8'X28 e'xsz' a7EftALLoan Ufi7F4tif.CJ FOL D FILLED itLEa FILLED FILLED FILLED I FILLED 8X8 FILLED v— .-.._. .__. A 1 J d" 6 3k50 9i94 00 O I000o 10000 100- 001 LOGO- 42_0 tt-Z36' ig 5 k6i6 5445 t0000 €0000 locloo i0000 ;0000 25a2 A 3 46' Olb 07f 4224 40O 6203 4440 000C} E0000 14i5 4 St0` 515 60 2320 3519 43rh7 5305 6166 1848 Tfi A 5 iG 6" 45 252 11 h ( U48 34421662-_ -_ 4 366T 4600 661 4-15 f 7k { 4" 05 333 75 911 16 4f k2542 2347 5211 _ A 7 _ _ 20252_41 329 A-5 s 45€_. A -al 2 8" 241 282 615 160 59t #232 4464 f50'I 320 as # 103 642 €€o € 4 C 225 324 475 652 624 1026 l l'i 73b5285 f a A. I2 w8" f4! 2f8 442 609 16 i 955 f10612&0 262 A - 4` 445 255 351 483 605 755 842 174 1155 A ( - i9 4` g 214 30a ( 420 525 l 6a51 7t5 s26 215 A - 1 -Tb 20 D" 11420324640 504 bib 660 66 1. de-19 na by- N cued ty-. aww bate: 01-Y2- OS sheet A Of' BLOCK WS RE ZLIRED- PROVIDE 2X4 BLOG-<WS IN THE FIRST THREE FFRAMIWS SPACES AT 48' O.C. REMAINDER TO DE BLOCKED AT S&' OC_. OR RAT RUK EAST NG_ FASTEN FLOOR 544EATWIW-i TO FRAMING w/ EId CDt-11ONS OR &d HOT Dtf1f1EF_> GALVANIZED NAILS 0 THE FOLLOW1W, 5FA(-W, 1) 6' ON CENTER AT ALL PANEL EDGE FRANING 2) V ON CENTER AT ALL INTERMEDIATE FRAMING FLOOR FF-AMIWz 5POUN Ip, 24"0-C, BLOCKIW, o 4a" 01C MAX IN FIRS THREE FfRAMIW:; 61"ACE5 4 96" O.C. THEREFORE F_-L0QF_:' 5F,:>,4C_ ING AT ENIDWALLS DIA . 3' ANCF40R BOLTS EleEr, 6" MIR F A EILI;D DI IS CALL INTO FOUNDATION W1 r -L E L, ___ fNEffn-z 'jIFAEDGES a 2'x2'xV6' WASHERS, LOCATED U.47HR4 rl. OFAN - f-LAN FliOVV. 1.4 e-J_=CK-5 - ALL rl I IrL WAILS 0': BE7 A' AILS - 41 Or- FOR 51_00,ED fAFkRAC-61 ZONE EAC74 END AND 32- OC 6d NAILS AT OICOR W1 IOAO& NAILS m 5CTT<-Irl MAX. ELSEU94EFRE NAILS AT 4' OIC. OR EaUALtVALENT OF WALL . HEADER STUD 2x4 FIT BOTTOM ridQ' UY 1040d NAILS wALL STUDS a READER Ic, W/ 4- Tod NAILS F - sol-Tom OF I- WADER 2) 2.10 W 1/2' COX FUTC44 ROOF FRAM44CS t-IEMEERSEE C44AP-T 5CI- EDUL. FOR TRUSS STRAPS) DIO E TOP ELATE I/ vIl 065 OR CDX EXTERIOR &;- EATH#,G MAILED W/ tOd 5ALV, 4- AND v O.C. FIELD 2x4 FT, WALL STUD W/ 3) V2' DiA ANCHOR BOLTS TO BLOCK F OF 3 OR LINTEL FILLED W1 M5 CCNT. TE PLATE ROW, AN F. T, 2X4 FILLER a CUTHAILED W/ a- Iod WAILS P. F. 2X6 W1 1/2 BOLTSm tM145' MAX W/ 61 MIN N_ EMBED_ (TYF'-Y--\ NAIL SPACING 14 ATE 4-4- F_) ETAfL_-TYpIC_AL 4AtI5 F,46TENINcli S -EXTERIOR WALL e 0VEfRHEAF_> GAP -AGE C)OOR SHEATHING NAILING PATTERN DETAIL I NAH_ INTIO 2 NAILS NTO TOFFLATE , TOFMATE 1` 1 5_ EN31?4EERED 1 11 11 __ WOOZ) FLOOR 24- O C, m L DOUBLE TOP PLATE AL IUOOD FLOOR TRUSS - 24' Oc. MAX 2X_ BLOCKING AT MID_-i AN FOR FRAI`E WALL — 2X F.T, 50TTOM PLATEEXPANES- fOR OEI FLOOR TRUSS TO TOP BOLTANC44ORAGE ELATE UW 16 321 O.C, FSt*4Y NAILS, 2) ON ot-r- SIDE, 11, ON THE OT;_IEFt DETAIL: INTERIOR BEARING WALL W1 NO UPLIFT a, A141-POR AND NAjLfrIC. UgT44 T"E RECatENDED RAILNG 5CI-EOULE FROM T" F STA?,M)AF_D BUfLDItn COCIE, LATEST EDfT D. ROOF EATIQ-4117 T/ v.1 055 OR U71 COX DRAHMk_ 5 FOR NALW I`4TTERI45, 1. 711- 11A11 AT -u, STRAP EVERT OTII l STUD EDGESSUPPORTEDEDGESAND4jTTF, FRAT-11W_-; 4 OONNIECTION,5 FOR Of::ENINC;5 4DEILOCK,145 AND t7 t2' Or. FIELD FOR OT-IEFI LD FOR 54-IADED A A AS OF, R REA5 -7 RE IDOI, 4IA,_ IVALE,"T FI`T VL AT 5LkF ROOF 0SE, 5 45ATPINI, t/ 2' r=X TYF. e, a 4-- 0- CEfLR,, G BEYOND I/ v1- OSB E TOP PLATE CDx 14'-0' 5C- T'5ON SF4 ROOF SHEATHING NAILI G AS &1-40 R DSN , - _N - - BLOCKW, SEE - - - PATERN DETAIL GABLE END DETAIL 2x4 STUDS AT V11 FRAMI FT. 2X!. W1 1,7' DLAM. 'J' BOLTS - 41- r (K yW--,-- MAXUY6- 1-94- EMBED- (TTF.,I p SR-q`SON L5TA 30' AT HEADER i WOOD TfaJ55 6TR4f- ED AS SI ON 7fa- ISS LAYOUT T. OLmM 2. 4 6TUDS V* ac PLATE ANCHOR@ EVERY OTHER STUD ( Tyfl. BOTTOM) 1/ 2' X 21' EXPANSION BOLTS 45' 5 STUD O. C. tq, KNEEWALL OVER CMU IG- _&S T RAP _F1 I ,Lcl - - - - - — - - — 4FSE REQUIR YS AFPLT UXEN NDOW DOOR MA,IIIFACTI.IRER& F:4STEf4ft,6 ETHOD 16 NOT S-ECIFED, U NAIL W 10S DIA OR HEAVIER POWER NAILS a' O/C AND 3' MAX FROM ENDS TYP. W/ 1. MK EMBEDMENT INTO BLOCK 7-) ALSO ADD 51V,' DIA SELF TAPFW5 COW- AW-NORS THF2U WINDOW/ DOOR FRAME EIGHT e8 W-HE& FROM ENDS K& X AND FORTY 40) INCHES MAX ON CENTER W1 V MIN, EMEEDI'IENT INTO ATTAC44 WINDOW TO BUCH W1 W ScREUIE, MAX 5' 0 AND IAX 5* O/ C AND MAX, 6' O/C FRIOM ENDI- 1_ R115TALL 2I l TAFI- CONC - AkjC;-IoR& ErW (a) INCHES MAX FROM ENDS AND 24' ON CENTER rEMBED. INTO BLOCK FASTEN MIDOWIDOOR TO FT BUr_KS UTP W 5CF &' 0 1_ MAX AIV MAX a' FROM ENC16 W I' t-W EMBED, NTO U-k--K TYFICAL ELOCK DETAIL FGR K BUCr A, IV 36 F5 RATW,) 7 BLOCK Di ER SELF MAX. UY I OPENING PAS- Uk OD TR!. S& a STP-Af-PED AS ON TRUS5 LAYOUT- CODTRUSS, STF_4FF`ED AS SW_1UN SHOWN c m (2) 2X- TOP PLATE TRUSS LAYOUT - --- --- DBL 7>(a HEADER FOR 4'_ &I MAX FADER FOP, 5'-5' STRAP 2x- BLOCKfts MAX. OFENR'r. UNO. T11- Ip AT MiDSI-AN 2X_ BLOCXIwa AT MID-,-AN T y11 STUD FADW NY, DOOR V, C"a 6TU!:1 51-AC91r, %w FORINT, EIR111- . ..... FoEz w. ER-. FRAME WALL OFENff4,--\ FRA WALL Q - A- VERYSTUP (TYP TOP BOTTOM) PLATE A34CHOR EVERY V21Xw EXR STUD (TYf'-) — SLAB E30LTS a2, OD E>FANSICN BOLT ANC34oRABE 241 CIO. — FRAMING & STRAPPING: R ROOF 40IrF STAIR, 4Op5t kz 2, W04D S-EFC1 110 F. BC, 2001 C4AFTER I& I 4 ONWFU LY TTENCP,4IIGE5 AFFROVEC:', BYHEW TFN-_EP5PAL BE PEFUlITTED. C0NF_' CFTE IZW a, A141-POR AND NAjLfrIC. UgT44 T"E RECatENDED RAILNG 5CI-EOULE FROM T"F STA?, M)AF_D BUfLDItn COCIE, LATEST EDfT D. ROOF EATIQ-4117 T/v.1 055 OR U71 COX DRAHMk_5 FOR NALW I`4TTERI45, 1.711- 11A11 AT -u, STRAP EVERT OTII l STUD EDGES SUPPORTED EDGESAND4jTTF, FRAT-11W_-; 4 OONNIECTION,5 FOR Of::ENINC;5 4D EILOCK,145ANDt7t2' Or. FIELD FOR OT-IEFI LD FOR 54- IADED A A AS OF, R REA5 -7 REIDOI, 4IA,_IVALE,"T FI`T VL AT 5LkF ROOF 0SE, 5 45ATPINI, t/2' r= X TYF. e, a 4--0- CEfLR,, G BEYOND I/v1- OSB E TOP PLATE CDx 14'-0' 5C-T'5ON SF4 ROOF SHEATHING NAILI G AS &1-40 R DSN , - _N - - BLOCKW, SEE - - - PATERN DETAIL GABLE END DETAIL 2x4 STUDS AT V11 FRAMI FT. 2X!. W11,7' DLAM. 'J' BOLTS - 41- r (K yW--,-- MAX UY 6- 1-94- EMBED- (TTF.,I p SR-q`SON L5TA 30' AT HEADER i WOOD TfaJ55 6TR4f- ED AS SI ON 7fa- ISS LAYOUT T.OLmM 2. 4 6TUDS V* ac PLATE ANCHOR@ EVERY OTHER STUD ( Tyfl. BOTTOM) 1/2' X 21' EXPANSION BOLTS 45' 5 STUDO. C. tq, KNEEWALL OVER CMU IG- _&S TRAP _F1 I ,Lcl - - - - - — - - — 4FSEREQUIR YS AFPLT UXEN NDOW DOOR MA, IIIFACTI.IRER& F:4STEf4ft,6 ETHOD 16 NOT S-ECIFED, U NAIL W 10S DIA OR HEAVIER POWER NAILS a' O/ C AND 3' MAX FROM ENDS TYP. W/ 1. MK EMBEDMENT INTO BLOCK 7-) ALSO ADD 51V,' DIA SELF TAPFW5 COW- AW-NORS THF2U WINDOW/ DOOR FRAME EIGHT e8 W-HE& FROM ENDS K&X AND FORTY 40) INCHES MAX ON CENTER W1 V MIN, EMEEDI'IENT INTO ATTAC44 WINDOW TO BUCH W1 W ScREUIE, MAX 5' 0 AND IAX 5* O/C AND MAX, 6' O/C FRIOM ENDI- 1_ R115TALL 2I l TAFI- CONC - AkjC;-IoR& ErW (a) INCHES MAX FROM ENDS AND 24' ON CENTER rEMBED. INTO BLOCK FASTEN MIDOWIDOOR TO FT BUr_KS UTP W 5CF &' 0 1_ MAX AIV MAX a' FROM ENC16 W I' t-W EMBED, NTO U-k--K TYFICAL ELOCK DETAIL FGR K BUCr A, IV 36 F5 RATW,) 7 BLOCK Di ER SELF MAX. UY I OPENING PAS- Uk OD TR!. S& a STP-Af- PED AS ON TRUS5 LAYOUT- C OD TRUSS, STF_4FF`ED AS SW_1UN SHOWN c m ( 2) 2X- TOP PLATE TRUSS LAYOUT - --- --- DBL 7>(a HEADER FOR 4'_ &I MAX FADER FOP, 5'- 5' STRAP 2x- BLOCKfts MAX. OFENR'r. UNO. T11- Ip AT MiDSI-AN 2X_ BLOCXIwa AT MID-,-AN T y11 STUD FADW NY, DOOR V, C"a6TU!:1 51-AC91r, %w FOR INT, EIR111- . ..... FoEz w. ER-. FRAME WALL OFENff4,--\ FRA WALL Q - A- VERY STUP (TYPTOPBOTTOM) PLATE A34CHOR EVERY V21Xw EXR STUD ( TYf'-) — SLAB E30LTS a2, OD E> FANSICN BOLT ANC34oRABE 241 CIO. — FRAMING & STRAPPING: R ROOF 40IrF STAIR, 4Op5t kz 2, W04D S-EFC1 110 F.BC, 2001 C4AFTER I& I 4 ONWFU LY TTEN CP,4IIGE5AFFROVEC:', BYHEW TFN-_EP 5PAL BEPEFUlITTED. C0NF_' CFTE IZW I c STRAPPING: INTER. _REAEONG WALL vil) M OW INTEPTNR SEARING WALL @ DOOR L GENERAL NOTE5 kJOI& tzt,. v4z GENERAL Qw L LiVE LOADS 7opf FL002 3sec, gl-ts k,- 3. ALL UJOIR< TO BE IN ACCORDANCE WITP THE SHALE. VEFRIFICATION GFRELID GONDITION5 I. CONTRACTO ALL FIELD CONDITIONS AND CM-ENSION$ FIELATPIS tO SAI-S, ux-ERE TW_F-- ARE C C1, 4FLIC S ESETUEEN ACTUALFIELD CGRIDITIONS A14D DATA F'RESE-IMED IN E DRAumlrS, 11jCw CONDITICNS, ARCI-ffTEOT'5 ATTEEWTON AND NECESSARY ADAISM-ENTS MADE PER PIS, NSTRtICTION& FOR ANG"OR BOLTS USE OR EOU11VALENT (A-36 OR A-301 STEEL) 3- PROVIDE 2X4 5LOCKW, ad N411-5 AT 4' ON CENTER G 5 1 SLABS AND FO3 BY WET& PT F049(Us NON -AIR AI ps GRADE LNIEER SHALL BE NOTIFIED AND NECESSARY ADX5TI-ENTS BE MADE PER HIS C8d55 AS 3 STEPS IN WALL FOOTW- 6 St -CALL S. CAUTION SHALL BE USED UA-EN OFERAT"s1dG VIBRATORY COI-iP THE RISK SHALL BE IN ACCOT.- DANCE WITH TH FOR CONCRETE MASONRY STRUCTURES ACI 530 Z. 5' LAP FOR STEEL - ALL LOCATIONS, AND UNDER CONCEN7 SHALL BE FILLED tUT" CONCRETE. 5TI1 C-3O 126 DAY STfz-,-WT§4 2e 4 Pa4) (F'.-1500 Pn MORTAR SHALL. SHALL FABRICATED N ACCORDANCE UJTTH THE PROCEDURES AT S-E NATIONAL DESIGN &PECWICATIONS FOR 0/JD Z. THE UICIO'D TRi165i' 5 SHALL BE SIZED 44D DETAILED TO FIT T4E rlg-EN6 5 AND LOADS 9,Vt-_47ED. DESIGN D AND APPROVED BY TI-E BUILDW, CODE- DESIGN CALCULATk 4 SIGtIED AND SEALED NG1i1EER ARE TO BE 5UBMITTED TO T"_- EWSINEER FOR AFFIRCIVAL_ 3, PEFPJAN ENT BFNC1-_W, FERPENDICtJLAR TO THE SPAN OF rHE T5E5 7 BOTTOM CHORD THE ACES DRY USED AT M1% MAX, M. C. GRADE H GRADE RS AND FRAMING A7JCI4ORS THE MA" WOOD ED h. ) 111-4; MIN_ 1 1/ 2' DEAI-1 WASHER PROVIDE FRAMING "O-IBER-1 OF SIZES AND OF SPACNGS &Wa24, OR F NOT 541O1 4CESTF3:C 2X - TOPPLATE I Rm OF 4 7)< 4 BLOCK_tK-' a 5A_11r CABINET FRAMEWALL BETUEEN STUvs D- DIiAlL TYR, BAR TOP AS ,AND To COMPLY I 544 SEE 3. 2 - 2XIO BE M UNI- ES6 OTI-EfWSE NOTED ON FLOOR FLAN a' AI BOLT CMU WALL I BEAgA PER ' AN g_ JE) SHALL VERIFY 7 THE SHALL BE CALLED TO THE Z. ON ALL SIDES OF THE RIDGE VENTS WITH ul METAL A OR fill C;) fj M- 1 sheet: S, of: 1/2' ANCHCR BOLTS AS 44OI04 ENTRY FRAMING DETAIL- N.I'& G 5 1 SLABS AND FO3 BY WET& PT F049(Us NON -AIR AI ps GRADE LNIEER SHALL BE NOTIFIED AND NECESSARY ADX5TI-ENTS BE MADE PER HIS C8d55 AS 3 STEPS IN WALL FOOTW- 6 St -CALL S. CAUTIONSHALL BE USED UA-EN OFERAT"s1dG VIBRATORY COI-iP THE RISK SHALL BE IN ACCOT.- DANCE WITH TH FOR CONCRETE MASONRY STRUCTURES ACI 530 Z. 5' LAP FOR STEEL - ALL LOCATIONS, AND UNDER CONCEN7 SHALL BE FILLED tUT" CONCRETE. 5TI1 C-3O 126 DAY STfz-,-WT§4 2e 4 Pa4) (F'.-1500 Pn MORTAR SHALL. SHALL FABRICATED N ACCORDANCE UJTTH THE PROCEDURES AT S-E NATIONAL DESIGN &PECWICATIONS FOR 0/JD Z. THE UICIO'D TRi165i' 5 SHALL BE SIZED 44D DETAILED TO FIT T4E rlg-EN6 5 AND LOADS 9,Vt-_47ED. DESIGN D AND APPROVED BY TI-E BUILDW, CODE- DESIGN CALCULATk 4 SIGtIED AND SEALED NG1i1EER ARE TO BE 5UBMITTED TO T"_- EWSINEER FOR AFFIRCIVAL_ 3, PEFPJAN ENT BFNC1-_W, FERPENDICtJLAR TO THE SPAN OF rHE T5E5 7 BOTTOM CHORD THE ACES DRY USED AT M1% MAX, M. C. GRADE H GRADE RS AND FRAMING A7JCI4ORS THE MA" WOOD ED h. ) 111-4; MIN_ 1 1/ 2' DEAI-1 WASHER PROVIDE FRAMING "O-IBER-1 OF SIZES AND OFSPACNGS &Wa24, OR F NOT 541O1 4CESTF3:C 2X - TOPPLATE I Rm OF 4 7)< 4 BLOCK_tK-' a 5A_11r CABINET FRAMEWALL BETUEEN STUvs D- DIiAlL TYR, BAR TOP AS ,AND To COMPLY I 544 SEE 3. 2 - 2XIO BE M UNI- ES6 OTI-EfWSE NOTED ON FLOOR FLAN a' AI BOLT CMU WALL I BEAgA PER ' AN g_ JE) SHALL VERIFY 7 THE SHALL BE CALLED TO THE Z. ON ALL SIDES OF THE RIDGE VENTS WITH ul METAL A OR fill C;) fj M- 1 sheet: S, of: 1/2' ANCHCR BOLTS AS 44OI04 ENTRY FRAMING DETAIL- N.I'& 8 0 2 2" BEAM LME55 jl& 5EI17C__FLOOR,I_IIIA" D a' ANcitoR BOLT ZCLINTEI_ BEAM WA-5 BAR CM WALL PER FLAN;—M OR MASONRY BEAM HANGER 3 112'0OW_ SLAB UWUSEFRI'IESN OVER 6 MIL_ VAPOR BAWER OVER TfREATED UADOD, POSTCOI-VA,OTED FILL/ PER j SEE FLOOR PLANY GFADE REEBAR5 THICKENED SLAB ATTHICKENED NG PORCH POST OF CONTTOE, AM Cohn_ 2X4 MAIL TO EACH TFWS5 CHI ROOF TFRI.5 OSe OR 112' CDX FPAMNG SECTIita_THRU CHIMNEYCHJ 4TERJOR CHIMNEY C LS U=LFT OF MT1% K lod MAILS M 0 OF 31Y.' F" TRI56 6TRA!"S TO FIEW.1 TAPGONS TO M MAXJFACTU*ER (5ti-M EAC14 STRAP) EACH STRAP) 4 4 F AN 'A' STRAP f.1 MSPLACED OR FORG07TEM AFTER TWEE PoLz*1r. Or TDe L04TEL BEAMPIE- EiEDATTopOFCUUL4LLTPERAWOODTFAr.5 Sti-SON MTSI& CAN BE alBSTIT11TEP FC*Z EACH MISSED 'A* STRAP (TYFUONJ PROVIDE 20 Ga. GALV_ PLEASESECURE5Ar-W MT516 STRAF FALL Tim ATTACF4ED TABLE AND ACCORDII11- TO THE UPLFFt SWOUN FRO!'I T74E Tfajt56 rt4N_FAr_TQRER. INSTALL ALL T1- 1/2' MILL EMBED — `,t SRIFSON MTSVI ATTACH TAP0Ot' 6 EVERY OTHER POLE NOTE TA - CONS SI-OULD BCE INSTALLED N STRICT ACC-ORDA14CE UXTRR`S ATTt-EiSA Mast= "A" STRAP DETAIL THE t1ISSEr> FILLED CELLS GAN BE REPAIRED By rpo)< Y GROLaW, (1) -, RI -BAR (SEE EPDXY RTiES AND LkZV LPL OR ECUIVALENT 9 NTO SCND BEAM AND NTO THE FOOTE,* FOR ALLFkLED CELLS 64CIEN ON PLANS FAST NOT FILLED IN THE FIELD PROVIDE 6- MEN, IE-eED, AND 314-7 HOLE INTO BOTI4 THE BOND BEAM AND THE FOOT11,* FOP OF P BEAM p COST. TTP) FILLED DELL } E5' CM WALL- 1) 5VEFVERTICAL'AL4LEP .711 'O= F—TOP OF FOOTFR BEAM uw 6. mKr.. [ NOTE Epc>cr GRag SI_Lr> BE R4STAL_L5c1 IN STRICTACZORDANCE UXTR THE MA"-PACTIBRER`S TAIL FENERSLASS Spp4SLES OVER S. FELT OVER 1/161 016_ 131. — 7R35`v LAYOUT 5Ev rC FLOOR FLAN AS D<2 P. T.OVER I)OF clz:YR OVER 7X6 31a, Rs k 5AZLIN SUBrASCIA, T gmi8r. GRADE WCO. ALLK SOFFIT VENTED SEEFLR. PLAN DBL.2XB HEADER FOR ETAF;"4ff, 4,G FOR-b" MAXE 3 U2* cz:* kC SLAB MAX OPENIT-4r, U-N,">. WA1eEF;T-IESI4 ON11000 POST CLEAR PER FLOOR PLAN FILL . '` FT6_ W/ 2 . 5 BARS FOR POST 5f7E GRADE SCP 0 COVERED PORCH 74'0s--. 2x4 BLOCKR4, EA_ & Er.E ( TYP.) GABLED MONOLITHIC OSe S: EATH0k3 2.4 C4, NTMIOUS i&' C/C EA SIDE (TYFd EA. SIDE (T' T'P.SU.T. o 24'0L_ CHIMNU DETAL CONNECMN N.T. S. TYPiCALSTUCCOFINIS44 ( ALTEFNATE PY5 CEDAR FNISV coKC SLAB OWE EACH SIDE) WOODPOST PER FLOOR PLAN It PL FOR POST SIZE @ REAR PORCH POST DETAILS SIMILAR) FLOOR FLAN 4) 7-2y 1A11 o"a TOP 2-2.4 TOP Ft -ATE 7X4 5T=5 V11 OIC 2X4 DL4r--" BRACE 2X4 P. T. BOT PLATFI_ J_ BOLT5 AS _-, IO' STRAP EA — STUD W/-B- ANE GLIF ToTOP 50T. PLATE CM WALL— 11 111 OR I, 1. I'.4 WALLSECTION FRONT ELEVATION CECY-EXTERIQR CHIMNEY DETAILS 5 At 4& 1 PROVIDE (1) '5 AT 48' O1C_ VERT. AND M -1 {43'S CONT. BELOW EA POSTLOCATIO`4 FILL ALL 11111111E OPEN CELL5 UATM 2500FSfC_ ALTETRKATF JT AT 45'OC. HO IC.S IdFND. FORUEEf-. BRACE EXTERIOR SIDE 0VcIR40E AWAY OF WALL MIRING FROM 140,5E COMPAC-7K44 Or TWS AREA 5 a 45' O.C. 4 4) 31 CLp_ COV, ALL RE5AR (TYPJ FIETET4114INGWAL"L ATPA 0rik7: SIDE ADETELY ACT. FOR PATIO SLAB. LEAVE 5RACE$ IN PLACE FOR I DAYS AFTER PATIO SLAB IS FOCFED SIDE ELEVATION 2) 641- SCN T572 ( 2430Ub. max UPLIFT) Or WIDER (2) 4USPEES F- T221M (2S3OLb max UFILFT) or 2) 5E?-V-O AE)S-2 (3412Lb. max UFLFT).4 P&T 2 4,',55 ED,07UE LET__+ FL ,FORWAKTTTPr' PLATE DETAIL TO, 1( 2) S(--rTlrTUTION Ef;Z ror (m e eq;VER CT" Yak 04 f, LL, 0 fill of it it 153 gg ch.ckedby-, I sheet S2 Of-, rE CONOr;C3; iALLCoNS, rat + ;_± Y _ ISSUED SHALL SF` 11TY TO iis01 t`a.7 E A%'y OF a t f NOR sHAt.. i T TlOiq CAR C"T; Ot4 S."fri ist` 3 of" j PERMIT # Olowill To CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 169 BRISTOL FOREST TR for which permit 03-00001715 has heretofore been issued orV 7 —,--- O 3 hasbeencompletedaccordingtoplansandspecificationsfiledintheoffice of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, elect-ri l,zo n ng andsubdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF A.PPROVAL Subdivision Requlations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled _- D. toro__ Inspected ZONING: Inspected RMAIM" Nummu Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: tl Street Drainage Paved Maintenance Bond PUBLIC WO Street Name Street Signs 42b Lights Storm Sewer Driveway Street Work DESCRIPTION DATE AMOUNT WATER - SEWER IMPACT FEES 01- APPLCTN FEE -ELECTRIC 6/11-1-7-03 10,00 01- APPLCTN FEE -BUILDING 5/07/03 10-00 01- APPLCTN FEE -MECHANIC 6/16/03 10.00 01- APPLCTN FEE -PLUMBING 5/22/03 10.00 02- ENGNG DEVLPMT FEES 5/07/03 10.00 01- FIRE IMPACT - RESIDENT 5/07/03 59.27 01- LIBRARY IMPACT FEE 5/07/03 54.00 01- OPEN SPACE 5/07/03 279.61 PAGE: 2 This i ' s to certify that the building located at 169 BRISTOL FOREST TR for which permit 03-00001715 has heretofore been issued on 5/07/03 has been completed according to plans and specifications filedinthe 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- POLICE,IMPACT RESID 5/07/03 91.93 01- RADON GAS TAX FEE 5/07/03 10.80 01- ROAD IMPACTFEES 5,/07/03 847.00 01- RECOVERY FD/CERT. PGM. 5/07/03 10.81 01- SCHOOL IMPACT FEE 5/07/03 1384.00 WD IMPACT:SINGLE FAMILY 5/07/03 650.00 SD IMPACT:SINGLE FAMILY 5/07/03 1700.00 OWN9- R BUILDING:3604FFICIAL/ D= a ILQUaw Mallto a wvan im111ya SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: 0 ADDRESS: CONTRACTOR: 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. 5;Xe 1/013 vf<-Eflgineering Public Works DFire (-:)j Zoning Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ON DATE: f" PERMIT #-. ADDRESS: CONTRACTOR: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department, After your inspection, please sign off and date the C. 0. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering ElFire OWublic Works _jZoning Licensing COIN DITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 0 0 SINGLE FAMILY RESIDENCE**** DATE: SLhf L_ PERMIT ADDRESS: CONTRACTOR: RN11- 16" The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. 0. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering jFire I Public Works Zoning 7' 1"-) Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) SINGLE FAMILY RESIDENCE**** DATE: AADDRESS: \- 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 or submit addendum if it has been denied or approved with conditions, Your prompt attention will be appreciated. iEngineering OFire jPublic Works OZoning f,-,\ I r—\, — dLicensing Y-\ M LMBC0401 CITY OF SANFORD Address Misc. Information Maintenance 8/21/03 16:55:19 Lo ati(:on ID . . . 248105 Parcel Number . . 22.19.30.502'-0000-0580 Alternate location ID . Location address . 169 BRISTOL FOREST TR Primary related party Type information, press Enter. Sequence Code(F4) App Free -form information Date 1.00 PLZN BP PRESERVE AT LAKE MONROE 32603 CSVC UT SW DE:): PEI' i17:91H_ P WA DEV FEE 50. 5= CSVC UT 5_1= 4. n CSVC UT 51= 7--n CSVC UT 51= 6-M 7.GU viore. F2=Address F3=Exit F5=Notes display F6=Change display F9=Parcel Note F10=Subdivsion Notes F12=Cancel I WT1,11041 Z NA 'Zi I I a lof-A I 3067-0077 Expires December 31, 200E N.Mro MT-IMTmir"70', I BUILDING OWNER'S NAME CENT EX HOMES 1, X 1 '111, 1111 1111'i '' "III For Insurance Company Use: Policy Number CITY STATE ZIP CODE FL PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 58, PRESERVE 9 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: El GPS (rype):_ or ##.#####) 0 NAD 1927 EJ NAD 1983 0 USGS Quad Map 0 Other: MIMS B1. NFIP COMMUNITY NAME &COMMUNITY NUMBER B2. CCtJNTY NAME B3. STATE B4. MAP AND PANEL BT FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6, FIRM INDEX DATE EFFECTIVEIREVISED DATE B8, FLOOD ZONE(S) (Zone AO, use depth ofkWing) 1202940035 E 4/17/95 4117/95 X NIA B1 0. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. El AS Profile [A FIRM El Community Determined El Other (Describe): BI 1. Indicate the elevation datum used for the BFE in B9: 0 NGVD 1929 El NAVID 1988 [:1 Other (Describe): 21122. Is the buldinu located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area OPA)? El Yes Z No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1, Building elevations are based on: El Construction Drawings* El Building Under Construction* Finished Construction A new Elevation Certificate will be required when construction ofthe building is complete. C2. Building Diagram Number 1 (Select the building diagram most similar to the building for which this certificate is beingcompleted - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones At -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BEE), AR, ARIA, ARAE, AR/A1-A30, ARAH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion, Datum ConversioruComments; Elevation reference mark used —Does the elevation reference mark used appear on the FIRM? Yes No a) Top of bottom floor (including basement or enclosure) 14. 5 fL(m) b) Top of next higherfloor N/A . _ft.(m) c) Bottom of lowest horizontal structural member (V zones only) N[/A. ft.(m) d) Attached garage (top of slab) 14, 3 ft.(m) e) Lowest elevation of machinery and/orequipment servicing the building (Describe in aComments area) 14. IfIL(m) 0 Lowest adjacent (finished) grade (LAG) L3 - 5A(m) Z.0U) c, 9) Highest adjacent (finished) grade (HAG) 14. 0 ft.(m) o h) No, of permanent openings (flood vents) within 1 ft. above adjacent grade 0 o i) Told area of all permanent openings (flood vents) in C3,h 0 sq, in, (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand 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 320320 E. SOU H R , STE. I ORLANDO FL 32803 Sl TUR DATE TELEPHONETI - 8115/03 (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 Sedlon X For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit Suite, ancVor Bldg. No) OR P.O. ROUTE ANQ,BOXNO. Policy Number 189 BRISTOL FOREST TRAIL CITY STATE ZIP CODE Company NAIL Number FIL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenUcompany, and (3) building owner. COMMENTS ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY DATUM; 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 ZoneA (without BFE), complete Items El through E4. Ifthe Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. It no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement orenclosure) of the building is _ ft.(m)—in.(cm) 0 above or 0 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) El above or El 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 floodplain management ordinance? 0 Yes El No El Unknown, The local official must offfify this information in Section G. SECTION F --OROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION Thep owner or owner's authorized representative who completes Sectors A, B. C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued orcommunity - issued BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E areconed to the best ofmyknowledge. PROPERTY OWNERS OR OWNERS AUTHORIZED REPRESENTATIVE'S NAME AD —DRESS ---CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE E] Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the communitys floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate, Complete the applicable item(s) and sign below, G1. [] The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to codify elevation information. (Indicate the source and dateof the elevation data in the Comments area below.) G2, El A community official completed Section E fora building located in Zone A (withouta FEMA-issued or community4ssued BFE) or Zone AO. G3. EJ The following information (items G4-G9) is provided for community floodplain management purposes. F G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF G7. This permit has been issued for, El New Construction 0 Substandall 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 Check here if attachments FEMA Form 81 -31, January 2003 Replaces all previous editions u PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 58, 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). o" q, FORK 00150qo0 lei 0, NOTE: I ' ALL DIRECTIONS AND DISTANCES HAVE SEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY, 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 8-14--03, UNLESS OTHERWISE SHOWN, CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANYP, CTX MORTGAGE COMPANY, 11-C Ov AN 0+ Tqel- 0, 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN, 5, NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I 14AVE EXAMINED THE F.1,R,M. COMMUNITY PANEL_ NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLANE ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICA1, CONTROL AS FURNISHED. BEARINGS SHOWN FIFRFON ARE BASED ON THE NORTHERLY LINE OF LOT 58 BEING S 54'23'11" E PER PLAT. FIELD DATE.) 5/13/03 REVISED: SCALE: I" = 30 FEET APPROVED BY: WRM IFINAF76a-14-03 CKO JOB NO, ASM39672 PLOT PLAN 03- 31-0.) CKEI DRAWN BY: CKI3 GlApIll'S)C'AI_E 0 15 30 9 9f c PI ll'' l LEGEND 00 END112" IRON ROD NO D, (8/14/03) IND NAIIAND DISC L8 #138 ( 8/14/03) SET 112 " IRON] ROD AND CAP 0 1316393 (8/14 /03) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C, El DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES PONT OF INTERSECTION P RC DENOTESPOINT OF REVERSE CURVATURE RE DENOTES POINT OF TANGENCY TYR TYPICAL A/C AIR CONDITIONER C13W CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDEN HT ICAIION POL POINT ON LINE PCC POINT OF COMPOUND CURVE BUILDING SETBACK LINE CENTERLINE FIGHT OF WAY FINE EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS Es LAND SURVEYOR FIRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT BE) PER PEAT M) MEASURED END FOUND C/W CONCRETE WALK S/W SIDEWALK cr CONCRETE PAD Cs CONCRETE SLAP C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 61(317- 6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. FOR THE ORLANDO, FLORIDA 32801 (407) 426- 7979 AM R. MOISCATELL0 JR, P M#491)8 DA CERTIFICATION Of RECOMMENdEd RETROFIT WORI(S AT 169 Beisrol FoaEST Teail THE PRESERVE AT LANE MONROE Is&- - 4 ESERVE Section 39, Township 19 South, Range 30 East, Sanford, Seminole County, Florida z fra ced az CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs,,Fl 32714_ D Elils I 0 6% 40 1 v ` i3 DEVO SEEREERAM9 NeDet P.E. IE CONSULTING GEOTECHNICAL ENGINEER ° -1: - MJ.. I.pl:WNlt .41.Of1A.i0. FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive v Orlando, Florida 32808 phone: 407-290-2371 fax: 407-298-9011 0 ... .- .- . .. Date.- Jai 17, 2006 Dew s P'Mect No. 04 -19 3.03 A To: CENTEX 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 LANAI DEVE[OPMENT MANAgER Certitr"cation of Recommended Retrofit Works at # 169 Btisto/ Forest Tmi/ 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 # 169 Bristol Forest Trail. A copy of our January 23, 2006 report with our detailed recommendations is included in Appendix "A" for your easy reference, DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 1 The retrofit works were performed during the period January * April, 2006 and comprised of three(3) principal construction activities as follows: Construction of a Mass Concrete Seismic Barrier within 5 ft of the rear lot boundary - Monitored by Devo Engineering. Installation, flushing and grouting of 4 inch diameter Schedule 80 Steel Pin Piles approximately 12 ft deep - Monitored by Yovaish Engineering Sciences, Inc. [YES]. Hydraulic Jacking of structure - Monitored by Yovaish Engineering Sciences, Inc. [YES] Having monitored and /or reviewed quality control data provided by YES, and material certification information provided by the contractor, we are of the opinion that the retrofitted property would perform no less than that as per the original design. Please feel free to call us if there are any questions or if any clarification is needed. Sincerely, 7' 4---1 Robin Persad B.Sc. Geotechnical Engineer/Project manager List of Attachments Appendix "A" Appendix "B" Copy of Devo January 23, 2006 SWo r^, Devo Seereeram, Ph.D , P.F. Florida Registration No. 483C3 Date: July 17, 2006 Engineering Geotechnical Report Issued on Copy of Yovaish Engineering Sciences Report Report Issued on June 16, 2006 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 2 BACKGROUND INFORMATION The residential structure at # 169 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 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 26, 2006 was approximately fifty 50) feet. 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 photo 1). 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 SEEREERAM, PHA, P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 3 These dimensions were checked at several points along the wall during and after construction and were found to be consistent. Based on the on -site monitoring activities by Devo Engineering and discussions with the contractor during construction it is our professional opinion that this segment of wall was constructed in general accordance with the plans and specification provided in our report dated January 23, 2006. Photo 1. Segment of seismic wall barrier DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 4 0 Aeb Photo 2. Construction joint "key" DEVO SMEERAM, PH.D., P.E. CONSULTING GEoTEcHmcAL 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 #169 Bristol Trail and each was inspected to ensure they were properly installed and ready to be jacked. Relative survey elevation were taken at a representative location near each pile in order to monitor the deflection during the jacking operation. The load capacity in each pile was mobilized by slightly lifting the foundation ( 1/16 to 1/8 inches) using the temporary jacks. The differential movements were carefully monitored during this period and the brackets on top of each pile was then welded in place to support the induced load upon deactivation of the hydraulic jacks. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 6 i A APPENDIX "A" COPY OF DEVO ENGINEERING REPORT ISSUED ONJANUARY 239 2006 SETTLEMENT DISTRESS ASSESSMENT ANd PROpOSEd RETROFIT FOR 169 BRISTOI FOREST TRAM HE PRESERVE AT LAKE MONROE 4W— R f F) F S ERV E k! Section 39, Township 19 South, Range 30 East, Seminole County, Florida P'rCA41 d PT' CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 of Altamonte Springs,k FI 32714 DES PuumU ; JLVIewaa,u MIRM 191 a J nFVA SRFRFFROM- R41_n_- v 040* 0 0000 O 0 0, 001* V* F) F S ERV E k! Section 39, Township 19 South, Range 30 East, Seminole County, Florida P' rCA41 d PT' CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 of Altamonte Springs,k FI 32714 DES PuumU ;JLVIewaa, u MIRM 191 a J nFVA SRFRFFROM- R41_n_- v 040*0 0000 O 0 0, 001* V* M PHA,P.E.DEVO SEEREERA, Mftw CONSULTING GEOTECHNICAL ENGINEER FLORIDA REGISTRATION N0. 48303 5500 Alhambra Drive * Orlando, Florida 32808 phone: 407-290-2371 X fax: 407-298-9011 n - Pate.•January 23, 2006 PevosProject No. 04-193.03A To: CENTEX HOMES Land Acquisitions and Development Department 385 Douglas Ave, Ste 2000 Altamonte Springs, FI 32714 phone: 407-66 1-2 150 fax:407-389-0653 attention: DERElk HENRY LAN( DEVELOPMENT MANAGER 12e: SeNementDistress Assessment and Proposed Retrofit for # 169 Bristol forest 7raiifor.. 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 structure located at # 169 Bristol Forest Trail @ The Preserve at Lake Monroe and are of the opinion that the settlement resulted from differential compaction of the sand fill below the building resulting from train -induced ground vibration from the adjacent railroad track. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 1 The transmission of the vibration in the soil is facilitated by the shallow layer of clay which acts as a solid (unlike sand which attenuates the vibration). The clay layer is acting like a shaking table causing differential vibratory compaction of the overlying granular fill. We investigated various options for reducing the vibrating energy reaching the structure and have recommended the construction of a seismic barrier. The barrier is in the form of a mass concrete wall and is to be located just inside the rear property line as shown in Figure 3.1. 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 3.3. 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'/iwo rn Devo Seereeram, Ph.D., P.E. Robin Persad B.Sc. Florida Registration No. 48303lGeotechnicalEngineer/Project manager Date: January 23, 2006 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve 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 .............................................. 9 5.0 GEOTECHNICAL DATA ........................................... II 6.0 EVALUATION AND RECOMMENDATIONS ............................. 12 6.1 General ................................................. I 6.2 Mechanism for Transmission of Vibrations ....................... 13 6.3 Seismic Barriers ........................................... 14 6.4 Recommended Method of Mitigating Structural Distress ............ 15 6.5 Recommended Method of Mitigating Vibrations ................... 16 6.6 Recommended Construction Methodology ....................... 16 7.0 CONCLUSIONS...............................................18 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 3 n u TABLE OF CONTENTS (CONTINUED) Pale No list of Exhibits Exhibit 1. Shows Relative Locations of Impacted Houses and Railroad ....................... 7 Exhibit 2. Transmission of vibrations from a freight train ................................ 13 Exhibit 3. Effect of a seismic barrier on wave energy .................................... 15 List of Tab/es Table 1. Key NRCS Data for Basinger, Samsula & Hontoon soils, depressional (# 10) ........... 10 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 4 TABLE OF CONTENTS (CONTINUED) list ofattachedFigures General Figures Figure 1.1 Site Vicinity Map Figure 1.2. Site Aerial Image Figure 1.3 Boring Location Plan Figure 1.4 NRCS Soils Map Soil Profiles by Youaish Figure 2.1 Soil Profiles for AB- I to AB-8 Seismic Barrier/PinPile Figures Figure 3.1 Recommended Seismic Barrier Locations Figure 3.2 Recommended Seismic Barrier Cross Section Figure 3.3 Pin Pile Detail Figure 3.4 Settlement Data and Recommended Pin Pile Locations for House @ # 169 Bristol Forest Trail DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 5 U 1.0 BACKGROUND INFORMATION The residential structure at # 169 Bristol Forest Trail, Sanford, part of the subdivision, The Preserve at Lake Monroe, had displayed cracking in several walls and in the floor slab. Construction of the building was going on in June 2003 and closing took place in September 2003. It is also understood that site preparation works started in the last quarter of 2002. The owner complained that upon occupation of the building significant vibrations were felt when the train passes along the railroad trackjust southwest of the property. The Owner also indicated that with 30 days of occupation, hairline cracks began to develop. The number and severity of the cracks increased with time. By September 2004 when this investigation commenced there were minor to moderate crack and some portions of the house, some accompanied by settlement. 2.0 SITE LOCATION AND DESCRIPTION 2.1 SITE LOCATION The site is located along the southern side of Lake Monroe between US Highway 17/92 and the Eastern Seaboard Railroad about 0.25 miles north of SR 46 in Seminole County, Florida. Figure 1.1 (attached) show the approximate limits of the study area on the USGS 7.5 minute series quadrangle map for Sanford, Florida, (photo revised 1988). As noted in Figure I . I , the site is located within Section 39 of Township 19 South, Range 30 East, Seminole County, Florida. 2.2 EXISTING CONDITIONS Figure 1.2 (attached) shows the site and its surroundings on an aerial image photo date: Dec. 2003). The southern portion of the site is occupied by the residential subdivision, The Preserve at Lake Monroe, which was partially constructed at the time of the investigation. The site is bounded on the north by US Highway 17/92 and then Lake Monroe. The northern portions of the site consist primarily of wooded wetlands. The Eastern Seaboard Railroad runs just outside the southwestern boundary of the site. The closest buildings in the subdivision to the railroad are located along the southwestern side of Bristol Forest Trail, about 200 ft away from the closest railroad tracks (see Exhibit I ). There is a stormwater management pond behind the houses on the opposite side of the road. There are some residential buildings further east of the development. Old Lake Monroe Road runs DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 6 along the southwestern side of the railroad track and there are some agricultural areas beyond see Figure 1.2). The quadrangle map (Figure I.1) shows predevelopment ground surface contours for the site. In the area of Bristol forest Trail the contour show ground surface elevations between +5.0 and + 15.0 ft NGVD, generally sloping towards Lake Monroe in the northwest. The wetlands in the northern portion of the site are generally below +5 ft NGVD. Exhibit I . Shows Relative Locations of Impacted House ana Kaiiroaa i racKS. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 7 3.0 PREVIOUS REPORTS AND PRESENTATIONS A preliminary investigation was performed by Yovaish Engineering Services, Inc. (YES) which consisted of eight hand auger borings and penetrometer readings where applicable at # 169 Bristol Forest Trail, an a subsequent inspection of the cracks and a relative elevation survey of the building floor slab. The soil borings were drilled just outside the perimeter of the house as shown in Figure 1.3. Graphic soil profiles, labeled AB- I through AB-8 are presented in Figure 2.1 PRELIMINARY FINDINGS BY DEvo ENGINEERING [November 2, 20041 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: 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: 11 Derek Henry, Land Development Manager Re.. Evacuation ofSettfement Distress at ... 169 BRISTOL FOREST TRAIL, SANFORD THE PRESERVE AT LAKE MONROE 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 DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 8 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 6Y 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. Figure 1.4 (attached) shows the approximate limits of the overall site area on a scanned image of the NRCS soils map. As noted in this figure, there are the following three (3) NRCS soil map units within the property: Bassinger, Samsula and Hontoon soils, depressional (# 10). Felda and Manatee muck fine sands, depressional (# 15). Myakka and Eau Gallie fine sands (#20). Note however, that Unit # 10, Bassinger Samsula and Hontoon soils, depressional is the dominant soil map unit on the site and it includes the entire area along Bristol Forest Trail and it's surrounds. This nearly level, very poorly drained soil has a seasonal high water table that is above the ground surface. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at lake Monroe - Page 9 Key NRCS characterization data for this soil map unit is presented in Table I . Table 1. Key NRCS Data for Basinger, 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 verydark gray muck fine sandgYY 6 - 18 in light gray fine sand 18 - 35 in dark grayish brown and light brownish gray 12 to 40 ft/day 35 - 80 in fine sand light gray fine sand Samsula Hydrologic Soil Group B/D 0 - 30 in muck 30 - 45 in dark gray fine sand 12 to 40 ft/day 45 - 80 in gray fine sand Hontoon Hydrologic Soil Group 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 GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 10 5.0 GEOTECHNICAL DATA Graphic soil profiles for the eight soil borings drilled by Yovaish are reproduced and presented in Figure 2.1. The Yovaish Engineering Sciences (YES) report summarized the sub surface soil conditions as follows: The site soil conditions encountered by others and the borings performed in the investigation disclosed variable subsoil conditions within the project area. The subsoil conditions encountered over the majority of the site and outside the area of the affected lots consisted of fine sands and silty fine sands to depths varying from 6 to more than 10 feet followed by sandy clay and clay. Similar fine sands and silty fine sands were encountered within the area of the affected lots. However, in the affected lots, the clay layer was encountered at a much shallower depth within 2.0 feet of the natural grades in some areas). The water table depth measurements are annotated adjacent to the soil profiles in Figure 2.1. These were encountered at depths ranging from 1.3 to 3.5 below ground surface. The readings were taken in September 2004. Note that published NRCS data showed muck soils in the area prior to development. DEMO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe o Page 11 6.0 EVALUATION AND RECOMMENDATIONS 6.1 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: G Improperly compacted fill (see subsequent photos). Consolidation of the underlying clay. lk-, 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. This area is not within an active sinkhole zone. UTV 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. Ky There is no evidence of piping and seepage related soil loss below the slab because the eroded soils would have been observed at some downgradient location. Although the borings show the presence of a sandy clay layer, the settlement does not appear to be related to consolidation of clays. The changes in the site grades were not significant. On average, I ft of fill was placed above the existing grade. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 12 67 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 3.5 and Figure 3.6. 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. 6.2 MECHANISM FOR TRANSMISSION OF VIBRATIONS The clay layer acts as a "shaking table" which further compacts the loose sandy soils above the clay. It is felt that vibrations from passing freight trains are being transmitted through a layer of "fat" clay near the ground surface. This clay layer occurs at shallow depth beneath the railroad track, and extends beneath the building footprint where distress has occurred. This clay layer is incompressible during short term loading, and acts as a conduit for the transmission of vibrations from the freight train (see Exhibit 2). As a result, vibrations are felt at a greater distance than would normally be expected. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe - Page 13 0 Aft- ouse Train 0 200 ft Sand Layer 1 l 1 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. 6.3 SEISMIC BARRIERS Various forms of seismic barrier have been investigated to reflect or absorb some of the energy or a combination of both as depicted in Exhibit 3. The barrier should extend downwards past the clay layer. A depth of 8 ft would be adequate in this particular application. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve of Lake Monroe -Page 14 ayer Exhibit 3. Effect of a seismic barrier on wave energy. 6.4 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 3.3. The relative settlement data and recommended locations for the pin -piles for # 169 Bristol Forest Trail are shown in Figures 3.4. 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 15 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. 6.5 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 3.1 and 3.2. The barrier should be constructed as far as possible to the rear of the lot as shown in Figure 3.1. A typical transverse section of the barrier with principal dimensions is shown in Figure 3.2. 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. 6.6 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. p Excavate the top of the trench as deep as practical using a small trackhoe with a nominal 24 inch bucket. p Place the trench box and continue to excavate to the required depth (9 ft) while similarly advancing the box into the trench. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 16 n u O Repeat steps © and © for another section of trench. Place and compact concrete from the point of commencement progressing in the direction of the excavation using a tremmie while displacing the accumulated ground water to a convenient sump and lift point. Concrete to be cast up to I ft below ground surface. O Install a temporary stop end, complete the concrete pour for the first section of wall and withdraw the first trench box, almost like vertical slipforming. Continue the above sequence to completion of the wall. Backfill the top I ft over concrete with soil and reinstate landscaping. DEVO SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 17 W 7.0 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. Thevibrations from the freight trains should also decrease substantially after the installation of the seismic barriers. DEVo SEEREERAM, PH.D., P.E. CONSULTING GEOTECHNICAL ENGINEER The Preserve at Lake Monroe -Page 18 FIGURES nqg -_ oilI _ - NORTH GRAPHIC SCALE 1 INCH = 2,000 FEET M i ODO 0 500 1,000 2 DODTBMS - / ' - 19• _ ______ / s s staff. owe qli ( _ ; 1 L LAKE MONROE rk oatth y r amp\ tight Project Boundary 1 _ • _ •tv 17 004ftOfi i . l64, F + w \ 0 yy Lake n -J. / 1 ,•Monroe' b ' o_ c / + p ` — •Prn \ and `. -.,. 92 C A , S M dk-- •y 1 AVE t Josephs i I „ mIu Oil! p• as I • i : j 46 gyp 1 . — :.• I , 39 Ji o•.rt: 4Esr+-u SITE VICINITY MAP Source: Sanford, FL 0 0Photorevised 1988, Section 39 I U... \ Township 19 S, Range 30 E a / %` 35 COI IWG 1 O1 1YlfJll DJGP hS `" v,aen r,., ,. s0 :. , THE PRESERVE AT I. •t__ q°." ;. ( LAKE MONROE CMck•tld Drawn BY Date: Sc•w: J' • o M wvrara. eY D8 AZ 10-0644 NOTED I.-._ 04-193.03 FIGURE I.1 4 S O • i0 20 , Z ` Seal* in Fewf / g. AS AS-5 LEGEND NE(—, G, ExrsT r c RESIDENCE / J# -4 AS-8 l". PROPERTY ABOUNDARY A•—s AG-7 / i cal tt c c ApWol. annaowaer: AUCEP BCRI'JC LCC>>T'0r, I Fip,ne Wn»' BORING LOCATION PLAN 217 / THE PRESERVE AT E»...... LAKE MONROE DS " AZ '` 0&14-0 ' NTS '— " 04-183.03 FIGURE I.3 21) Z 7 eph 5 r1i 10 NIIR' GRAPHIC SCALE 1 INCH = 1,000 FEET 250 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 q? 15 15 * 1.1 2G f r,w,- r n, 3 FW n l r NRCS SOILS MAP Source. 1114 AB-5 0 P - c 2 H 0` W ca -10 AB-6 0 W iW a 03oa. S H a w 10 MtXEO BROWN AND GRAYISH BROWN FINEmSANDTOSUGH?`Y SILTY FINE SANO CRAY AND UGHT BROWNSH GRAY SILTY FINE SAND WITH PIECES OF CLAY V LIGHT TAN FlNE SAND (Sp) QS GRAY AND UCHT BROWNISH GRAY SILTY FINE SAND (SM) 4 GRAYISH BROWN CLAYEY FSAND WI V FIX ORANGE MOTTLING AND SMALL ROOTS (SC) CRAY CAAYEY FINE SAND (SC) 006 CRAY SANDY CLAY WITH OCCASIONAL ORANGE MOTTLING (CL) AB- 4 AB- 7 pt. A8- 3 AB-2 P P 20+ 20 70+ ; ® Fill IIzo 5 ;. zot If Ult 20+ _ Q 20+ 6 Section AmN AB- 8 AB-1 P. 20 Al 20+ zx-, Z0 2a Fill20+ ems. s s W. NZ- 10 6 s-- Section ER1SP) OWED Sal O ASSIFICATIOV CROUP SYM99, P PENETROMETER PROBE RESSTANCE VALUE I DEPTH TO GROUNDWATER LEVEL (MEASURED 9/D4) A NATURAL MOISTURE CONTENT IN PERCENT 200 PERCENT FINES PASSING U.S. NO. 200 S!EVE Qp L7 fj SOIL PROFILES FOR 0( ORGANIC CONTENT IN PEMNT DRY WEIGHT i1 1 AB-1 TO AB-8 g F _. P Nea Nan» 17 THE PRESERVE AT LAKE MONROE cnpeccn a ppw.esy: DS 1)— nr AZ OB-14-05 sc:x NTS p" a 04-193.03 FIGURE 2.1 Bristol Forest Trail - (50 ft road reserve) 50ft 50ft Existing single story Building Existing single story Buildir 169 Bristol Forest Trail #167 Bristol Forest Trail N 2ft Rear of Lot ev...... 50ft 50ft ig Existing two story Building !# 163 isting single story Building 165 Bristol Forest Trail Bristol Forest Trail 10fti...................................... .................. .................. 2ftWx 100ft Lx8ftH from 1ft to 9ft depth) ni. Nn.e EVO lyl 1 PROPOSED BARRIER A LOCATION jWWWOMWAD006/1/%f SEOC M-M P- P...4, ikM R.O. EW .Mr ceTherlWry]Wifft OI.A4K.1 WMv1. r Elv DS I,..._.,.•. JU j. " 08-12-05 THE PRESERVE AT LAKE MONROE Nn o; 04-193.03 1 FIGURE 3.1 tea. -- I --. AM- Y. I. _ , .gym- -ir t C.l Rear property line Varies 2ft H 11Z i Existing round level Existin soil la ers 3.Oft 8ft Continuous mass concrete wall 6.Oft I 2ft Wide X 8ft Deep 9.Oft T_ \Existing soil lavers 12.Oft vv mwfiinlg Hou e TRANSVERSE SECTION i%/ OF BARRIER (TYPICAL) i r'yrEll oTM cEoaxl/' THE PRESERVE AT LAKE MONROE lilCkmlM1 '"' f1.tle' " RW ' APPP„b By: DS AZ DB-12-05 NT8 0I-193.03 FIGURE 3.2 01 Pt • t'J `• Notes: 7A YAr R.C. Footing W 8" x 24" x 16" Steel H Beam Welded onto a 5" Dia. Schedule 80 Steel Pipe yMin. 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. Jyjy; PIN -PILE DETAIL PUTWGEND EAcMOWS, THE PRESERVE ATIFJ• °-°"-'° LAKE MONROEten„ .- .,..„ w.a.... •,.o ...a.,a..,.,•, IW Eb Dm By: DW Sa4 p'.^trt aww er. DS AZ 08-02-05 NTS O4-193.03 1 FIGURE 3.3 w a 7s0-1.4375 -1.125 0.9m 0•15 0.525 04375Y1e 0 25 L LL r O a4375 a25 0.75 500 a4375 0AZ 1-01 1.375 sr2s t.25 oern o.37s a50 0,375 -0375 C.5 1-1 a375 an -ons am -0.0 -0.125 t US -Q7m - 0 315 r25 aan 0.1875 MJ75 .", -0.645 0375 _ay} LEGEND: oProposed Pin -Piles (5 NOS) Relative settlement contour in July 2005 (inches) 0 375 Relative settlement measured in July 2005 (Inches) 0.375 Relative settlement measured in Sept. 2004 (Inches) H8 I Ill f FW Marn, Settlement Data &Recommended Pin -Pile Locations for # 169 Bristol Forest Trail Proecr Aa+- Caw%1 WWA:NGW-gsjr( THE PRESERVE AT won eo.nrr r.. wonrr+orr .. n•e "... a..«na ' LAKE MONROE CnackM 8nuwoeaer. OS Drawn Br' AZ Dae. OB-12-OS 9taie NTS Pm"a O4-193.03 I FIGURE 3.4 w APPENDIX "B" COPY OF YES COMPLETION REPORT FOR THE PIN PILES ISSUED ON JUNE IG, 2000 V 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, 169 Bristol Forest Trail, Lot 58, The Preserve at Lake Monroe, Seminole County, Florida (PN 04-E0153.68) 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 10 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 12.2 to 19.4 ft3 (0.45 to 0.36 yd3). The pressure during the grout pumping operations ranged from approximately 65 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. 169 Bristol Forest Trail PN 04-E0153.68 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 169 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 l \ S ` i i 6 i 7 0 5 10 20 i #9 Scole in Feet #5 EXISTING i RESIDENCE #1y 3 i PROPERTY 2 BOUNDARY i LOCATION PLAN SUBSOIL & GROUNDWATER LEVEL INVESTIGATION LEGEND LOT 58 189 BRISTOL FOREST TRAIL SEMINOLE COUNTY, FLORIDA PIN PILE LOCATION DRAWN SCALE JOB N0. CJM NOTED 04—EO153.68 APPROVED DATE FIGURE: T DJY 6 13 06 1 Consulting Engineers In the Earth H-LA7a Sciences, Geotechnology, Hydrogeology ENGINEERIVNGSCIENCES, INC. and Construction Materials Testing