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HomeMy WebLinkAboutSubsoil Investigation ReportcMC� A� Q ngi.neenng Q esting, Inc. Client: Mel-Ry Construction, Inc. ' Contact: Mack Matfos Address: 10967 S. Ocean Drive Jensen.Beach, F.L 34957 Projects Proposed Single Family Home Address: 2151 Nettles.Blvd Jensen Beach, FL 34957 Datee Friday, July 191 2019 Testing I Inspections 1 Environmental•: aerai Phone: ineering E-Fax: adniln( www,f sting, Inc. Table of Contents ClientInformation — ---------------------------------------------------------------------- pg. 1 Project Information-------------------------------=-------------------------------------- pg. 1 General Soil Descriptions ----------------------------- -- --------- ------------ ----------pg. 1 Foundation Recommendations------------------=-------------------------------------- pg. 2 Soil Parameters--------------------------------------------------------------------------- pg. 3 Excavations-------------------------------- --- ==---- ------------------------------------ pg. 3 Settlement-------------------------- ----- ------------------------------------------------- pg. 4 Grading------ --------------------------------------------------------------------------- p& 4 Appendices-------------------------------------------------- ----------------- ----------- — pg. 5 Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information il-eng.coin Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available of 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 & layout 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 a 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. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering 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 if has verified all work. as recommended in our report. 3370 NE 5th Avenue I Oakland Park, Florida 33334 CMEC Y�cx pg T COA neerin sting, Friday, July 19, 2019 Mel-Ry Construction, Inc. 10967 S. Ocean Drive Jensen Beach, FL 34957 Attn.: Mack Mattos RE: Subsoil Investigation Proposed Single Family Home 2151 Nettles Blvd Jensen Beach; FL 34957 Dear Sirs: Phone: 954-784-2941 E-Fax: 954-784-7875 Job Order Number 19SB447 Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 7/18/19 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of twenty feet (20)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 From To Description of Soils 0" 8'.1. Topsoil and Vegetation -8" 116" Gray Sand with Shell 116" 4' Pale'Brown Sand with Shell 4' 10, Gray Sand with Shell 10' 14' Shell with Pale Brown Sand 14' 20' Blue Gray Clay 20' Refusal . Refusal at a depth of 20' Groundwater table. elevation was measured immediately 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. Friday, July 19, 2019 2151 Nct les Blvd Jmm Beach, FL 34957 Page 2 AD ederalgineenng esting, Ind. 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 sample's 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, grubbing and proof rolling, and must be 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 arborists should be contacted prior to any land clearing to verify compliance with any local codes. 2) Saturate and compact all construction areas with 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. 3) Care should be taken when using vibration in case of existing structuresin 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 proper 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 fill material should be collected and tested to determine 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 Classification (USCS) designation of GP, GW, GP -GM, GW-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'del'eterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). Friday, July 19, 2019 2151 Nettles Blvd Jensen Beach, FL 34957 Page 3 Aneral ering esting, Inc. 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas; footing areas, interior bearing wall footings and column pad footings. This 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 Geotechnical work shall, be performed under the supervision of Federal Engineering & Testing's geotechnical engineer 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, existing footings or proposed drainage lines, provisions shall be made by the structural: engineer and site contractor to 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 system with' a permissible soil bearing pressure not to exceed 2500 P:S.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 pdi. The following soil parameters shall be used for retaining wall designs:. - Soil unit weight moist --------------- --------------------------------- ------------------------- 110.pcf • Soil unit weight buoyant ---------------- =-------------------------------------------------------- 48 pcf • Angle of internal friction---------------------------- ---------------------- =------------------- 300 • Active Earth pressure coefficient(Ka)----------------------------------------------------- 0.33 • Passive Earth pressure coefficient(Kp)------ -------- -------------------------------------- 3.0 • Angle of wall friction for steel piles -------------------------------------------------------- 300 . • Angle of -wall friction for concrete, / brick walls --- =--------------------------------------- 200 • Angle of wall friction for uncoated steel--------------------------------------------------- 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 a Florida licensed professional engineer. Provisions shall be made by the architect, engineer 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 joints to address differential settlement. Friday, July 19, 2019 2151 Nettles Blvd Jensen Beach, FL 34957 Page 4 Innneel Q gineeri ging V esting, Inc. Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with 'structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of ageotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing; Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. Once plans and specifications have been finalized and drawn, Federal Engineering & Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client. understands that -all dataffrom the soil borings is intended for foundation analysis only and is not to be used for excavating; backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. 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 II Environmental Site Assessment is recommended. 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 statements, conclusions or extracts from or regarding our reports is reserved pending'our written approval: Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to. you. Freith'LeBlaiic;,P.T.(7 / g Fzdrjal�Engineering &`Testing, Inc. Floric'a Reg. No. 59394 Certifcate'of Authorization # 5471 Friday, July 19, 2019 2151 Nettle; Blvd Jensen Beach, FL 34957 Page 5 Appendices A©ederal ©ngineering besting, Inc. deral ineering sting, Inc. SPT Test Boring Report Client: Mel-Ry Construction, Inc. Project: Proposed Single Family Home Address: 2151 Nettles Blvd Jensen Beach, FL;34957 Phone:954-784-2641 E=Fax:' 954-7844875 Date of Test:. July 18, 2019 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows 1 0" - 8" Topsoil and Vegetation 4 5 11 ,2 8" - FF 1'6" - 4' Gray Sand with Shell Pale Brown Sand with Shell 6 7, 3 7 9 20 4 11 _ 12 5 10 10 21 6 4' - 10' Gray Sand with Shell 11 12 7 11 10 22 8 12 13 9 -15 14 26 10 12 13 11.. A A A: 12 10' - 14' Shell with Pale Brown Sand A A 13 A. A A 14 A A. 15 25. 26 51 16 14'-20' Blue Gray Clay 25.. 28 17 A A A 18 A A 19 A A A 20 **Refusal at a depth of 20' A A 21 .22 23 24 25 26 27 28 29 30 Water Level: 37' Below Land Surface A = Auger �O ederai Pnonec 954;7t34-2941 Q.. E=Fax: 54-784.7 75 ad - ngIneering :. ml f@rd eg9.�orn: www, e-eng.eoin... . O esting, Inca': Test Boring Report Client: " Mel-Ry Construction; Inc. Date of Test: July 18,.2019 Project: Proposed Single Family Home Hole No.:. B-2 Address: 2151,Nettles Blvd Location: : See Attached Drawing. Jensen Beach, FL 34957 Depth (FT) Soil Descriptions Hammer Blows "N" 1 0"'- 8" '. -Topsoil and_Vegetatiion : 6 7 ' 14 2. .. 8" - 2' . Gray Sand with,Shell, .... 7 8 . 3 9 11 23 4 2' =. 6' : Pale Brown Sand with Shell 12 13 . _. 5 .13 12 26 6 14 14 7' 15' 14 : 27 g.. .. 6' =. Pl' Gray Sand with Shell 13.. .15:. 9 16 15 29 10 14 15 11 ' 14 ..13 25 " 12 .12' 13 13 12 13 I F - 15' Shell with Pale Brown Sand 28 . 14 . '. 15, - 15 15 15 16 16 17 18. 19 . 20 21 . 22 . 23 24 25 26. ,. 27 28 29 30 Water Level: TFS Below Land Surface A =Auger N 4 -r Fn \ ySlte Location • .if • Ky//�v n r J S� IIYI4r}V ,� •' � 1.c 2- t l Image ®2019 TerraMetrics Federal Soil. Boring Location Map & Testln-q If1C. 3370 NE 5th Client: Mel-RyConstruction, Inc. Test: Subsoil Investigation (site map is not to scale) ederaI Q ngineering & Qesting, Inc. Project: Proposed Single Family Horne Project Address: 2151 Nettles Blvd Jensen Beach, FL 34957 t N Correlation of Penetratioa Resistance with Relative Density. and Consistency Sands Dynamic Cone Penetrometer P. en'etrometerResistance ": Standard Penetration Hammer Blows .:- Relative Density, 0-10 0-4 Very Loose :11 - 25 5:,10 .:. .. .Loose-' 26'-.45 :.. .. 11 - 20... ... .. Firm'.. ' .. 45 - 75 21. _ 30 Very'Firm. ':.. . 76 =120 : ::::. 31 - 50:. 'Dense 120 :> 50:. Very Dense Silts & Clay Dynamic Cone Penetrometer Standard Penetration : Penetrometer Resistance :Hammer Blows: Relative Density; 0 6 :0-.2.'.' Very Soft 7.=.15 3=5 ., .. ,,. Soft: ..... 16 -:30 . ' : 6.-10. '.. Firm 31-45 1.1.-i5 ..—Stiff.' 46. 90: ;:::.. 16=30,;... > :.:'..Very. Stiff 91'-150.:,.: 3r 50:: Hard Thin Sand Quantity Modifiers Very Slight:Trace 0 - 2 % ' Slight Trace ' 2 - 5 % Trace: 5 =1'0 % . Little .Trace ' 10 - 15 % :. Some .15 - 30 % With:... >'30 % : •' .. Slightly Silty /Clayey _ 0 - 5 % . Silty/:Clayey'.' 5:.30'%: Very Silty /Clayey. 30 - 50 % . Silt -Clay Quantity Modifiers Particle_ Size Boulder ..: :: > 1211 - '. -Cobble'.. :: : 3--12 in' Gravel .4.76:mm =3 in` Sand::.:...: , : 0.074 m - 4.76 ram m Silt 0.005 mm = 0:074 mm . Clay'. <0.005 rani:'. •''.. : O eeral Q ngmdeernng Q esting,-Inc. Drilling,& Sampling Procedures The soil borings were installed in accordance with Standard Penetration' Tests procedures as set forth in ASTM D-1586. 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, measurementsand 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 (l) 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. 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. Soil Pronerties / Classification 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 Survey - Ground Surface Elevations 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: Limitations 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 of skill 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 performance 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 statement$, 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 of 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 made at 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. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. 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 perforated: Each testreportindicates the measurements and determinations actually made. Ownership of Tests /Reports All test results and/or reports prepared by F.E.T..pursuant to 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. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to standalone as construction specifications. A©ederal ©ngineering ©esting, Inc. Analysis and Recommendations cont In accepting this report the client understands that all data from the soil boring isintended 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, backfilling- or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing stiucture(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from testborings made at the locations shown on the test boring reports. Soil variationsmay 'exist between borings and may not become evident until construction..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 appiopriately 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, perforating 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 notinterfere with therelationship between the owner and thecontractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineertoreview. 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 isoffering 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 plan's 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 even( 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. Q ederal Q ngineeri,ng 8i Qp estinm Inca ' YYI,1111 www. MAT.. Partial List of'Services Geotechnical Engineering•.Services Soil /Aggregate Tests Field Inspection Services Asphalt Services Soil Borings Density Compaction Tests Density Fill & Quality Control Inspections .. Inspections, .. Backscatter Density Tests 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 - Threshold Inspection . Asphalt Assessment Specific Gravity... - .. Bolt Inspection' Carbonate Analysis : _ .. Weld Inspection Concrete Tests Hydraulic Conductivity , . Mbration Monitoring Concrete Strength Testing Organic Contents Slump Tests ' L.A. Abrasion Geotechnlcal Engineering Vllihdsor Probe Testing FOOTins actions p Foundation Engineering , :: Foundation. Design & Recommendation Schmidt Hammer Testing Core Testing QC Management .'., "Subsoil Investigation. . Air Content . Earthwork Ins actions p. QC Concrete Inspection's. Pile Load_ Calculations piling Installation Monitoring Concrete Unit Weight Flexual Strength Testing QC AsInspections: , Environmental Engineering Services., Phase I Site Assessments Phase it Site'Assessments : Lead Base Paint Surveys :. . Site Inspections .. Phase I Follow up on, Contaminated Sites . '. f2eport and Analysis Research of Property Records Installation of Monitoring Wells "Air Monitoring Soil Borings Soil 6nd.Gr6und Water Analysis' Roof Testing $ Inspection Services i' v Vim.;, ,TAS 10$ Field Fastener Withdrawal Test TAB 106 Uplift Test bell TAS 124 Bell Chamber / Bonded Pull Test. 4 TAB 126 Moisture Survey , . Windload.Calculation . o. Drainage Calculations �. Lightweight Concrete placement. inspection' �Ir Roof Assessment / Evaluation Cap Sheet inspection I Fastener Spa cing inspection - Tile/"Shingle/ Standing'Seam inspection .4 Base Sheet Installation Inspection' Insurance•Mitigation i Aetroft,Mitigation/ Certification. Roof Drainage Calculations