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Home My WebLink AboutSUBSOIL INVESTIGATION REPORT4.: Subsoil Investigation Report Prepared by: wderal t E TESTING INC. www. fed-eng.c�rre Client: Mel-Ry Construction, Inc. 'rf Contact: Mack Mattos Address: 10967 S. Ocean Drive Jensen Beach, FL 34957 Project: Proposed Single Family Home. Address 2044 Nettles Blvd. Jensen Beach, FL 34957 Date: . Wednesday, January 1.7, 2018 FILE COPY Materials Testing j Inspections I Environmental TESTING INC. ho OWN FL 33089 Client .Information -------- Project Information ------ General Soil Descriptions Foundation Recomrnendati Soil Parameters --------- Excavations --------------- Settlement ----------------- .Grading-------------------- Appendices Soil Boring Log(s) Project Location Soil Boring Location(§) Soil Classifications Sampling Procedures Limitations of Liability Phone 954-784-2941 800-848-1919 Fax 954-784-7875 able of Contents '------------- --------------- .---------------------- pg. 1 _-------------------------- ---<------------------------- pg. 1 ----- - -- .------------. ----------- ------------------- 1 I pg is----------- ---------------------------------------------- pg. 2 ---------------------- ---- --------------------------------- pg. 3 -------------------------------------- ---------------------- pg. 3 -------------------- --------------------------------------- - pg. 4 ------------------------------------------------------------- pg. 4 ------- =--------------- =---- ------- =---=-------------------- pg. 5 I I For Your Information Our findings in this report are based on soil conditions encountered in the test bore -locations only, proposed structure to be built, (if available, at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i;e. vacant land or building to be°demolished) additional borings are required within the foot print of the proposed structure once the location & lay6dt of the proposed structure is known. Please_ read, this report, in its entirety and follow all recommendations. Failure to do so may result in the :permitting agency (Building Department, etc.) withholding ;the Certificate of Occupancy. This will cause delays and additional costs: The Permitting Agency will require aI final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be .followed to receive A .final certification from F.E.T., including densities on each lift, demucking verification,piling inspection, etc., whichever recommendation applies to your project. I Please schedule us.at least 24 Hours .in advance , for all "tests and inspections. If you choose to use anotherEngineering Firm, you must verify they, will provide you with the proper certification. in writing, as outlined in our report, Our firm will only provide a certification letter if it has verified all work as ,recommended in our report. i I I i �f Construction Material American Concrete Miami Dade Florida Department Engineering Council I Institute I County of Transportation M4TG Wednesday, January 1:7,2018 Mel-Ry Construction, Inc. 1.0967 S. Ocean Drive Jensen Beach, FL 34957 Attn.: Mack Mattos RE: $ubsoil-Investigation Proposed Single Family Home 2044 Nettles Blvd. Jensen Beach, FL 34957 Dear Sirs: Phone 954-784-2941 800448-1919 Fax 954-784-7875 Job Order -Number 18SBO30 Pursuant to yourrequest, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 01/16/2018 at the above referenced site. The purpose of but 'investigation was to verify subsoil conditions relative to foundation preparation and.design. A total of one (1) SPT boring was performed according. to ASTM D4586. drilled down to a depth of fifteen feet (15) and one (1) DCP boring was performed according to ASTM D=6951 drilled down to.a depth of.fifteen feet (15) below the existing ground surface. (See `attached field sketch. for locations). The following is a general description of soil stratas for the subject site: 'Depth, _ Descnpnon-of Soil's 0" 6" Topsoil °& Vegetation 6" Y .Light Brol�n Sand 3" 5' `Gray Sand 1with-`Shell Fragments 5' 8' Pale'Brown;Sand with Shell Fragments 8' 12' Pale Brown Sand 12' 15' Gray Sand i I Groundwater table elevation was measured,mmediately at the, completion of each boring and was found at an average depth of three (3) feet below existing ground surface. Fluctuation in water level should be anticipated. due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor•must familiarize himself with site, -conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that Groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater; contractors shall'be consulted for all work below the groundwater level. Wednesday, January 17,2018 2044 Nettles Blvd. Jensen Beach, FL 34957 Paget EH6iNEERINO _ The boring log(s), attached present a' detailed description of the soils encountered at each location. The soil 'stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface; sand layers are compacted in place and proof rolled. Localized -areas of loose materials, if present, will become evident during site clearing, grabbing and proof.rolling, and mustbe removed prior'to filling operations. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation design:. 1) Strip the entire footings and building (construction areas ;plus five (5) feet past the outer perimeter of topsoil and ground vegetation ,(when encountered) down to clean granular material. Any underground structures, utility lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arboris i should be contacted prior :to any land clearing to verify compliance with any local codes. 2) Saturate and compact all construction areaswith a heavy self.propelled vibratory roller to a minimum of 95% of the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each direction. i 3) Cale should. be taken when using vibration in case. of existing structures in the vicinity of the construction area. If vibration :cannot, be used for compaction; static compaction may be applied. However, ;in this case, the compacted layer should, not exceed 6 inches in. thickness. 4) Backfill construction areas to prop r elevation if needed. using,a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as:per item 2. 5) Representative samples of the on -site and proposed All material should be collected and tested to deiennine the classification and compaction characteristics. 6) All construction fill material above -the water table :shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm) and have a Unified Soil Classificaiion-.(USCS) designation of GP, GW, GP -GM, OW -GM, SP or SW: No,particle size greater than three (3) inches shall be used in the top 12 inches of the building pad.. 7) Fill Material below the water table shall be washed free draining gravel such as FDOT No..57 stone or equivalent to- about 12 'inches above the water table unless, dewatering is used. 'When dewatering is used, fill material shall be clean granular soil, free of'organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No.. 20.0 sieve.(0.075mm). Wednesday, January 17; 20,l& 2044 Nettles Blvd. Jensen .Beach, FL 34957 Page 3 EN6INEERINCa 8) Verify all.:densificatiion procedures br taking an adequate number. of field density tests in each layer of compacted. material. Density tests shall be performed ,on they slab areas,. footing areas, interior bearing wall i footings :and column pad. footings. I his must be scheduled immediately. after Tamp .and Spray and/or Compaction, but before'Reinforcing -Steel Placement. If reinforcing steel is already in -place, it must be removed from all areas to be tested prior to performing densities. 9) After the 'installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be.performed"to verify�proper compaction of the disturbed; areas. 10) All ,of the above Geotechiiieal worl� shall be performed 'under the supervision of Federal Engineering & Testing's geotecluucalengineer or his representative to verify compliance with our specifications and the Florida. Building Code. Please call us at 954-784-2941 for scheduling. 11) In the event of existing structures, exit' ting footings or proposed drainage, lines, provisions shall be made by the structural engineer and site'contractoto, protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations.. The above foundation recommendations being achieved and verified; it ' is our opinion that the proposed structure be designed for a shallow 'foundation systemviih a permissible soil bearing pressure not to exceed 2500 RS.F. Building pad certification requires 'satisfactory completion and verification of all the above foundation recommendations.' Slabs placed upon compacted fill may be designed'using a.modulus of subgrade reaction value. of 200 pci. The .following soil parameters shall be used for retaining wall designs: Soilunit. weight. moist ---- =------ ----------------------------- =-- ----- = =-----=---------------- ..Soil unit weight buoyant--------,-------------------------------=------=------------------------- - Angle of internal friction- - Active Earth pressure coc Passive Earth pressure co. - Angle of wall friction for - Angle of wall friction for - Angle of wall friction for (Ka)------------------------------------------------------ (Kp)---------------------------------------------==----- / brick walls------------------------------------- --•. steel---------=------=----------=--------------=--------- 110 pef 48' pcf 300 0.33 3.0 300 20° 15° Excavations shall not extend within one (1) 'foot of the angle of repose next to existing. footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by Florida licensed professional engineer. Provisions shall be made by the architect, Ilengineer of record and .contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion j oints to address 'differential -settl ment: Wednesday,January 77,:2UJ8 2944 Nettles Blvd.: Jensen Beach, FL 34957 Page 4 Detailed settlement analysis was beyond the exploration with our experience with .struciun these settlements is 0.5 to 1 inch. Due to the should occur a:s .the loads are applied and shoul All outside ground surfaces must be sloped ai waters shall be discharged away from, all build lines are properly functioning with no leaks in Regardless of the thoroughness of a genteel different from -those of the test, ocations; thel condition between the bore test holes..A site 1 time the soil borings were performed. Once p.' & Testing, Inc. shall be provided a copy o; portrayal of subsurface conditions, the site cc Federal Engineering & Testing Inc., shall be In accepting this report the client understands and is. not to be -used for excavating, b.aekfill with the job site conditions. "I �NGINEERINa scope of this report. Comparing the field test data obtained in this similar to those proposed for this project, the estimated magnitude of granular nature ,of the subsurface materials; the foundation, settlements be virtually negligible by, the end of the building shell completion. from the structure to avoid water accumulation'and ponding. All rain foundations. Verify all water, sewer, plumbing, sprinkler and drainage vicinity of the foundation. deal exploration, there is always the possibility that conditions, may be ;fore, -Federal Engineering & Testing, Inc. does not guarantee any subsoil an showing the location of the proposed structure was .iiot provided at the ns and specifications have been finalized and drawn,. Federal Engineering 'the finalized plans and specifications for review. For a -more accurate itractor should perform test pits. If different conditions are encountered, otiied to review the findings and make any recommendations as needed. hat alI data from the soil borings is intended for foundation. analysis only rig �or pricing estimates: The site contractor must familiarize themselves i Environmental analysis. of the soil materials :is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal .for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase 11 Environmental Site Assessment is recommended. i I As a mutual protection to clients, 'the public and ourselves, all reports are, submitted as the confidential property of clients; and authorization for publication of"si atements; conclusions or extracts from or regarding our reports is reserved pending our written approval,: Federal Engineering & Testing, Inc.:apprec ates the opportunity to be of service to you at this phase of your project. Please feel free, to contact us if we may be offurther service to you. I Sincerely, �� ,o�� yj P Keith LeBlanc, P. v Federal Enginee i sting®F Florida Reg. No. 5`e�� . •;o Certificate of Authony'a��•' t� ONAL Iliiltl- � i I Wednesday, January 17,29,18 2044 Nettles Blvd. Jensen Beach, FL34957 Page 5 Appendices A A Ph®ne 9'54-784 2941 '800-848-1919 ed., r a a TESTING INC. Fax.954-784-7875 0 SW'13th Ave Pomp no [leach, FL'33069 I fed-eng.COM SPT. Test Boring: Report client: 16Iel,Ay Construction, Inc'. Date, of Test: January 1.6, 2018 Project: 'Proposed Single.FamilyHom6 Hole.No.: - B4 Address: 2644 Nettles Blvd. Location: See Attached Drawing Jehsen,Beach, FL,34957 Depth.:(FT) Soil Descriptions -Hammer Blows "N" 1 0" - 6" Topsoil. & 'Vegetation 3 .2 6 2 6" - 3' Light Brown Sod 3 4 3 2 5, 3' - 5' Gray Sand with Shell Fragments 14 4 ( I 9 15 5 12 1`1 24 6 5' - 8' Pale Brown and with Shell Fragments, 13 1-8. 7 22 20, 43 8 23 1 9 24 20 8' = 0' Pale Brown Sand 41 21 19 11 A, A A 12 A A 13 A A 12'-- 15' Gray'Sand A 14 _ I A A 15 20 19 '1':6 1'7 18, 19 20 21 22 23' 24 23 ,26 _ 27 28 I 29 3.0 Water Level: C i 2' 10" I A =Auger I Below Land Surface i Arm Phone 054-784-2941 800-848-1919 & T�.�� moo. Fax 954-784-7875 60 SW 13th Ave Pompano Beach, Fl. 33069 i fed-eng.com . 1 Test Boring Report Client: Mel-Ry Construction, Inc. Date of Test: January 1.6, 2018 Project: Proposed Single Family Home Hole No.: B-2 Address: 2044 Nettles Blvd. Location: See Attached. Drawing Jensen Beach, FL 34957 Depth (PT) I Soil Descriptions Hammer Blows "N" 1 0" - 4" Toosoil &Vegetation 5 3 2 4" - 1'6"' 1'6"-4' Light Brown Sand Gray Sand 4 8 7 3 9 7 14 4 7 8 5 10 9 19 6 4' - 9' Pale Brown Sand with Shell Fragments 10 12 7 .11 12 25 8, 13 12 9 11 9 19 10 10 '10 1.1 14 10 21 12 9'- 15' Pale Browri Sand 11 16 13 17 13, 27 14 14 13 1.5 12 14 16 17 1'8 19 •20 21 22 23 24 25 26 27 28 I 29 30 Water Level: 4'6" Below Land Surface I I A Auger r „�. a,� v •V ROM f.9 i'M , � ,�i � • Pej �1 V Soil Boring Location Map Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: Mel-Ry Construction, Inc. Project: Proposed Single Family Home Test: Subsoil Investigation Project Address: 2044 Nettles Blvd. (site map is not to scale): Jensen Beach, FL 34957 Classifications Correlation of-Peiietrgiti6"n,Resist*anceWith Relative Density and Consistency Sands, Dynamic Cone Penetrometer Penetrometer Resistance I Standard Penetration Hammer Blows. Relative Density 0-10' "1, 0-4 Very Loose 11-25 5-40 Loose. 26-45 11-20 Firm 45-75 21-30 Very Firm 76,-120 Dense > 120 >� 5.0 Very Dense Clay Dynamic Cone Penetrometer I Standard- enetration Relative Density Penetrometer Resistance Hammer Blows 0-6 0-2 Very Soft 7-15 3 5 Soft 16-30 6-10 Firm e '31 _ 45 11-15 stiff 46-90 .16 - 30 Very Stiff 91-1.50 31, - 50 Hard Soft Rock core crumbles when handled Medium Can break core with your hands Moderately Hard" Thin edges of rock core can- be broken with fingers Hard Thin edges of rock core cannot be broken with fingers Very.Hard Rock core tings,wh6n struck with-abammer n:J Sand';Quantity ' Modifiers, 'Very Slight Trace 0.12% Slight Trace 2i, 5f% Trace 5 J M% .Little Trace IOIL 1.5 % Some 15,i- 30, % With >! 30,6 'S' 14, Quantity' Modifiers S ligWy Silty/Clayey 0- 5: % Silty / Clayey 51-3.0% Vel y :Silty / Clayey 30 - %% - Particle- Size Boulder > 12 in 'Cobble 3 -12 in Gravel 4.76 min -'3,in, Sand 0.074 mm --4.76 imn 'Silt 0.005 mm. - 0 , 074 mm. Clay < 0.005 mm. &. Sampling Procedures The soil borings. were installed inaccordance with Standard Penetration Tests procedures as set forth in ASTM D71586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were -performed. at five (5) foot intervals to obtain the -standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of blows of a 140-pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one. (1) foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of'blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. j Water Level Measurements Water Level depths were obtained during the test boring operations. In -relatively pervious soils, such:as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. I Soil Properties % Classification I All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Suivey. I Ground Surface Elevations I Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade. at the time of the drilling operations. ENGINEERING tations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level lofskill.and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other -warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performancel provided by other members of the construction process and/or the construction plans and specifications which we have not. prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all•reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description ofI .the materials recovered, approximate depths of boundaries between soil and;rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the, frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are madeiat the,time the boring was performed and can change with time; precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there. is -always a possibility that conditions may, be 'different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. Forla more. accurate portrayal of subsurface conditions, the site contractor •should •perform tests -pits. If different conditions are encountered, F,E.T. shall beinotified•to review the findings -and make any recommendations as needed. 1 Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given,ASTM Standard are not always required and performed. Each test report indicates the measurements and detenninations actually made. Ownership of Tests/Reports; All test results and/or reports -prepared by F.E.T. pursuantto this agreement 'and/or Addendum(s) thereto, shall remain the property, of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or-Addendum(s) thereto, are paid in full. i Analysis and Recommendations The, Geotechnical'report is prepared primarily to aid in the desigm.of site work and structural foundations, Although the information in,the report is expected to be sufficient for these purposes, it is not intended todetenmine the cost of construction or to stand alone as construction specifications. Analysis amid Recommendations cont.. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this,report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfrlling or pricing estimates. The .site contractor must fan-dliarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further borings) to be performed after proposed building pad is staked out: Report recommendations are based primarily on data from test borings made at the locations showh on the test boring reports. Soil variations may exist between borings and may not become evident until cons{ruction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any significant,changes in the nature, design, or location of the'site improvements must be communicated to F.E.T. so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, perforn»ng tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship'between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep, is responsible'for his/her safety only, but has no. responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for,review and applicability of this report. ederal 7 � TESTING INC., roano Beach, FL 33069 Partial List of Services Phone 954-784-2941 800-848-1919 Fax 954-784-7875 Soil /Aggregate Tests Field 1n�pectionl*vices .Asphalt Services .Soil Borings Fill & Quality Control Inspections Backscatter Density Tests Density Compaction Tests Demuckng Inspections Extractions & Gradations Grain Size Analysis Building inspections Marshall Limits Moisture Contents Pile Driving Inspections Bulk Specific Gravity Soil Classifications Pile Load Tests Cores for Thickness Determination Limerock Bearing Ratios Steel Inspection Asphalt Pavement Monitoring Florida Bearing Values Threshoid. Inspection Asphalt Assessment Specific Gravity Bolt Inspection Carbonate Analysis Weld Inspection Concrete Tests Hydraulic Conductivity Vibration. Monitoring Concrete Strength" Testing Organic,Contents I Slump Tests L.A. Abrasion Geotechnical Engineering Windsor Probe Testing FDOT Inspections p Foundation Engineering Foundation Design & Recommendation Schmidt Hammer Testing Core Testing QG Management Subsoil Investigation Air Content Earthwork Inspections P Pile Load. Calculations Concrete Unit Weight QC Concrete Inspections piling Installation Monitoring Flexual Strength Testing., QC Asphalt Inspections Environmental Engineering Services Phase I Site Assessments Phase Ili"Site Assessments Lead Base Paint -Surveys Site Inspections Phase I Follow upon Contaminated Sites Report and Analysis. Research of Property Records Installation of Monitoring Wells Air Monitoring Soil and Ground WaterAnalysis TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber] Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation? Certification Roof Drainage Calculations Construction Material Engineering Council srican Concrete i Institute I i,imm DADE Miami Dade County 0111 Florida Department of Transportation