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REVIEWED BLD2022-0046+Geotechnical_Report+1.24.2022_10.33.36_AM+2636649BLD2022-0046 February 5, 2021 ES-7573 Select Homes, Inc. 16531 — 13t" Avenue West, A107 Lynnwood, Washington 98037 Attention: Ms. Kayla Nichols RECEIVEDEarth Jan 24 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Earth Solutions NW LLC Subject: Geotechnical Evaluation Proposed Single -Family Residence 20323 — 81st Avenue Wert 8003 203RD S Edmonds, Washington Reference: RAM Engineering, Inc. Preliminary Grading & TESC Plan Ceotechnical Engineering, Construction Observation/Testing and Environmental Services BY CITY OF EDMONDS Department of Ecology Stormwater Management Manual for Western Washington Amended December 2014 James P. Minard Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles Washington, 1983 Web Soil Survey (WSS) Edmonds City Code (ECC) Chapter 23.80 (Geologically Hazard Areas) Dear Ms. Nichols: As requested, Earth Solutions NW, LLC (ESNW) has prepared this geotechnical evaluation report for the proposed single-family residence project. As part of our scope of services, we completed a subsurface exploration, laboratory and engineering analyses, and prepared this written report with our findings and recommendations for the proposed project. Based on our evaluation, the proposed project is feasible from a geotechnical standpoint. Project Description The subject site is located at 20323 — 81 st Avenue West in Edmonds, Washington, as illustrated on the attached Vicinity Map (Plate 1). The site consists of one tax parcel (Snohomish County parcel number 00431200001501) covering 0.51 acres. The property is currently developed with a single-family residence and associated improvements. Based on ESNW's understanding of the proposed development, the boundary lines will be adjusted to create a new residential lot behind the existing residence with access along the northern property line. The subject site generally descends towards the west with total elevation change on the order of five feet or less. The subject site is bordered by single-family residences on the east and south, 81 St Avenue West to the west, and 203rd Street Southwest to the north. 15365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 • (425) 449-4704 • FAX (425) 449-4711 Select Homes, Inc. ES-7573 February 5, 2021 Page 2 We anticipate grading activities will include cuts and fills of about two to four feet to establish the planned building alignments. We understand infiltration and low impact development methods are being evaluated for stormwater management. Site improvements will also include underground utility installations. At the time this report was prepared, specific building load values were not available. However, we anticipate the proposed residential structures will consist of relatively lightly loaded wood framing supported on conventional foundations. Based on our experience with similar developments, we estimate wall loads on the order of one to two kips per linear foot and slab -on - grade loading of 150 pounds per square foot (psf). If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to verify the geotechnical recommendations provided in this report have been incorporated into the plans. Subsurface Conditions As part of this geotechnical evaluation, an ESNW representative observed, logged, and sampled two test pits on December 3, 2020, excavated at accessible locations within the proposed development area, using a mini-trackhoe and operator provided by the client. The approximate locations of the test pits are depicted on the Test Pit Location Plan (Plate 2). Please refer to the test pit logs provided as an attachment to this report for a more detailed description of subsurface conditions. Representative soil samples collected at the test pit locations were analyzed in general accordance with the Unified Soil Classification System (USCS) and United States Department of Agriculture methods and procedures. Topsoil and Fill Native topsoil was observed extending to a depth of approximately six inches below existing ground surface (bgs). The topsoil was characterized by dark brown color and fine organic material. Fill was encountered at test pit location TP-1 extending to a depth of two and one-half feet bgs. The fill was characterized primarily as silty sand (USCS: SM) and was encountered in a moist condition at the time of exploration. Fill may be present to some degree around existing improvements and, where encountered, should be evaluated by ESNW during construction. Native Soil Underlying the topsoil and limited fill, native soil conditions at the test pit locations was observed to consist primarily of silty sand with gravel (USCS: SM). Overall soil relative density increased with depth, extending to the maximum exploration depth of about eight feet bgs. The native soil was generally observed in a weakly to moderately cemented condition at about two to four feet bgs. Earth Solutions NW. LLC Select Homes, Inc. February 5, 2021 Geologic Setting ES-7573 Page 3 The referenced geologic map resource identifies Vashon till (Qvt) across the site and surrounding areas. As reported on the geologic map resource, Vashon till typically consists of a nonsorted mixture of clay, silt, sand, pebbles, cobbles, and boulders. The till was deposited directly by ice advanced over previously deposited sediment and rocks. In addition, the referenced WSS resource identifies Alderwood-urban land complex (Map Unit Symbol: 5) as the primary soil units underlying the subject site. The Alderwood series was formed in glacial till plains. Based on our field observations, native soils on the subject site are generally consistent with the geologic setting outlined in this section. Groundwater Groundwater seepage was not observed at the test pit locations during the fieldwork (December 2020). However, seepage should be expected in deeper excavations at this site, particularly during the winter, spring, and early summer months. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. Geologically Hazardous Areas Assessment As part of this geotechnical evaluation, the referenced chapter of the ECC was reviewed. Based on our investigation and review, there are no geologically hazardous areas present on or adjacent to the site. Foundations The proposed structure can be supported on conventional spread and continuous footings bearing on undisturbed, competent native soil, compacted native soil, or new structural fill. Competent native soils, suitable for support of the foundation, should be encountered beginning at depths of approximately two to three feet bgs. Where loose or unsuitable soil conditions are encountered at foundation subgrade elevations during site preparation activities, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with granular structural fill will be necessary. Structural fill should consist of suitable granular soils compacted to 95 percent of Modified Proctor (ASTM D1557). Compaction of the soil to the levels necessary for use as structural fill will be difficult during wet weather conditions. Organic material exposed at foundation subgrade elevations must be removed and grades restored with structural fill. Provided the structures will be supported as described above, the following parameters can be used for design of the new foundations: • Allowable soil bearing capacity 2,500 psf • Passive earth pressure 300 pcf (equivalent fluid) • Coefficient of friction 0.40 Earth Solutions NW. LLC Select Homes, Inc. ES-7573 February 5, 2021 Page 4 The passive earth pressure and coefficient of friction values include a safety factor of 1.5. A one- third increase in the allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch. The majority of the settlements should occur during construction, as dead loads are applied. Seismic Considerations The 2015 and 2018 International Building Code recognizes the American Society of Civil Engineers (ASCE) for seismic site class definitions. In accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. In our opinion, the site susceptibility to liquefaction is negligible. The native soil relative density and the absence of an established, shallow groundwater table are the primary bases for this opinion. Drainage Temporary measures to control surface water runoff during construction would likely involve passive elements such as interceptor trenches and sumps. ESNW should be consulted during preliminary grading activities to evaluate seepage areas and provide recommendations to reduce the potential for seepage -related instability. Finish grades should be designed to direct surface water away from structures and slopes. Grades adjacent to buildings should be sloped away at a gradient of either at least 2 percent for a horizontal distance of up to 10 feet or the maximum allowed by adjacent structures. In our opinion, foundation drains should be installed along building perimeter footings. A typical footing drain detail is attached to this letter (Plate 3). Earth Solutions NW. LLC Select Homes, Inc. February 5, 2021 Infiltration Evaluation ES-7573 Page 5 As indicated in the Subsurface Conditions section, native soils encountered during our fieldwork were characterized primarily as silty sand glacial till. Based on the results of USDA textural analyses, the native sand soils at depth were classified primarily as loamy sand with fines contents of about 13 to 20 percent. In -situ testing was completed in accordance with the Small-scale Pilot Infiltration Test (PIT) procedure, as outlined in Volume III, Chapter 3, Page 526 of the 2014 SMMWW. The testing was completed at a depth of approximately five feet at TP-1. The in -situ rate obtained during testing was 0.50 inches per hour. Based on subsurface conditions observed before, during, and after the PIT, it is our opinion that the low measured infiltration rate represents horizontal movement of the water rather than vertical infiltration. Infiltration into native soils would move laterally along the relatively impermeable unweathered till soils and would potentially impact structural areas and utilities. Ultimately, the native soil is not ideal for infiltration and it is our opinion other means of stormwater management should be considered preferential to infiltration. ESNW should review the proposed grading and drainage plans to confirm the recommendations in this report are followed, and to provide additional recommendations as necessary. On -site Stormwater Management Pursuant to City of Edmonds stormwater management requirements, implementation of on -site stormwater BMPs are required for proposed developments in accordance with specified thresholds, standards, and lists. The intent of BMP implementation is to infiltrate, disperse, and retain stormwater runoff on site to the extent feasible. The table below summarizes our evaluation of low impact development methods, as outlined in the referenced stormwater manual, from a geotechnical standpoint. It is instructed in the referenced stormwater manual that BMPs are to be considered in the order listed (from top to bottom) for each surface type, and the first BMP that is determined to be viable should be used. For completeness, however, we have evaluated each listed BMP for the proposed surface types. Earth Solutions NW. LLC Select Homes, Inc. February 5, 2021 ES-7573 Page 6 BMP Viable? Limitations or Infeasibility Criteria Lawns and Landscaped Areas T5.13: Post -construction soil quality and depth (Volume V, Yes None. Chapter 5 Roofs T5.30: Full dispersion (Volume Maybe* Adequate vegetative flow paths will likely not be V, Chapter 5) available. T5.10A: Downspout full Depth to impermeable layer will not maintain required infiltration systems (Volume III, NO separation from final grades or bottom of infiltration Chapter 3) systems. Roofs Bioretention (Volume V, Chapter Based on our review, depths to hardpan (or other low 7) No permeability layer) from final grade and/or bottom of facility elevation will not satisfy minimum requirements. T5.10B: Downspout dispersion May be* Adequate vegetative flow paths will likely not be systems (Volume III, Chapter 3) available. T5.10C: Perforated stub -out Soil and groundwater conditions to be verified during connections (Volume III, Chapter Yes installation. 3) T5.30: Full dispersion (Volume Maybe* Adequate vegetative flow paths will likely not be V, Chapter 5) available. Shallow depth to impermeable soil (hardpan) which T5.15: Permeable pavement NO would cause saturation and instability of soil directly (Volume V, Chapter 5) supporting the pavement. Walkway areas can be considered. Bioretention (Volume V, Chapter Based on our review, depths to hardpan (or other low 7) No permeability layer) from final grade and/or bottom of facility elevation will not satisfy minimum requirements. T5.12: Sheet flow dispersion T5.11: Concentrated flow Maybe* Adequate vegetative flow paths will likely not be dispersion (Volume V, Chapter available. 5 * Viability to be determined by storm designer. Earth Solutions NW. LLC Select Homes, Inc. February 5, 2021 Limitations ES-7573 Page 7 The recommendations and conclusions provided in this geotechnical evaluation report are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test pit locations may exist and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical evaluation report if variations are encountered. Additional Services ESNW should be retained to provide additional geotechnical services in association with this project, including testing and consulting services during construction. ESNW should have an opportunity to review final project plans with respect to geotechnical recommendations provided in this letter. We trust this letter meets your current needs. Should you have questions, or if any additional information is required, please call. Sincerely, EARTH SOLUTIONS NW, LLC Adam Z. Shier, L.G. Project Geologist Attachments: Plate 1 — Vicinity Map Plate 2 — Test Pit Location Plan Plate 3 — Footing Drain Detail Test Pit Logs Grain Size Distribution 02/05/2021 Henry T. Wright, P.E. Senior Project Manager cc: RAM Engineering, Inc. Attention: Mr. Rob Long, P.E. (Email only) Earth Solutions NW. LLC 187th Street Southwest 9 ❑ o ° ❑ + c 188[h Street Southwest _ Lynndole o�j......,�l000- 188th Street Southwest aPark Penny Lane ❑ O p0 �a ch - m n 189[h Place South at 189th Place Southwess oD o <Ef♦5oa ^�ISO� 3 Q N oO a 6tn 0 o a 190th Street Southwest pap❑ 0�[r�O6�ygt 0 Odd a ¢ 791 st S"et Southwest = 791s p p Q Q L��p 0. q9 p Ij tStreet Southwest 9a 192 Id Street Southwest " o 4 P t14 LSl , QO �,O Y� u, G ❑ ❑ p' qp 6 8 ° I q o o., ❑ po 9I �j 0 ,8 06 D v 192nd Place South )g ester �Po p�4PO��c. west 2nd P\ace Southw AI ❑ a O O °' o a D. Ci d rn dC' Q(]a � 6 pPo Q tle c orrve 7b Fp]�P(jcY,IooO'.. s 7s - 193rd Place Southwest D ^�1u\tdoleCrep�a P9 „5„e`t�•utOhwest- p❑tvy 4p, oQ eo -0.o q J �0 111111r ' � ., -. ' co. o o t ir1o e, L� od.. ' ty(y. 1fJop0LF1 4.'��. m N 5� ?' 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Southwest ^ f ^ ` °'� 203 d Street Southwest r I� m S I T E $ N Lynnwood p Q Cl ua _ Municipal /❑ (7 d�-�aQ`GolfCourse 0 C d'206thStretouthwest Ids ��RrCollege = 3 Q❑ p o PQratSf p o Place Middle = i4 S School �� ❑ H, — -- �t' p N 208th Street Southwest Maln Street pp Ippp Seattle Heights _ g Creek w 2101h Stree t souwest� P Yost ParkSouthwest. ¢` \ ^ ° < Q 3 I �arP 3 08 �- ..—� s: o Pork � �I/� °—_� Edmonds/ 212-,fn a > Q 3 � � 7 0 0 0., a � -III BOwdo �° o - 000q igh SchoApartmentsqo? t�Q � Hi h School °'d o 7o g ❑ -w m = ay o 0 00 oa t o o__ J ,,i � ❑ n o �a�� 9 P . cvoo� o� d or� p� � � �J 00 00 I p0 p q 21 Sth S(eet Southwest �51 >7°.� 9 n i]c-..,. 6 .. or,.�nooarl 0 , • n�y,o P � z16m street Southwest Chose Lake _ �Ob� �I` I .f_./wr/./�/w�] �.. ^ .216th Street Southwest 216th Street Southwest s Elementary 216th Street Southwest - P� 1� WA 99 -`� School Q B Lk L? znm Beet so°!naves � CNX�I L. i oya� o /-ot Ll¢u a 3v� 8th StreetAso mw�t 3 9I` o8 6❑ C❑d ❑ 0 op 0 . ,cam P $ nh n ❑ P4 0 4 act p ❑ ❑ fl�� o a a ° P c o flb o cg000a °❑ a0❑o d o d ,L 9 �1 w a_220[h Street Southwest_ __—220th7Sireet Southwest- —_; Reference: NORTHns ,Snohomish County, Washington• V-- . - Engineering,Construction OpenStreetMap.org00� •se • • • - • lib hL Vicinity Map 81 st Avenue SFR Edmonds, Washington Drwn. MRS Date 12/16/2020 Proj. No. 7573 NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. Checked AZS Date Dec. 2020 Plate 1 I I I I I I I I 2O3KD STREET S.W. wr--------------i i------ W I I TP_1 — I I (~ I 0 I I I I I TP-2 I I — ■ — I I I I I I I I I ' L------ 2O3RD PLACE S.W. LEGEND TP-1 Approximate Location of — ■ — ESNW Test Pit, Proj. No. ES-7573, Dec. 2020 I Subject Site Existing Building NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 0 30 60 120 1 "=60' Scale in Feet Drvvn. MRS Date 12/16/2020 Proj. No. 7573 Checked AZS Date Dec. 2020 Plate 2 NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of less permeable, suitable soil. Slope away from building. LEGEND: Surface Seal: native soil or other low -permeability material. 1-inch Drain Rock r�r�r�r�r Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING Earth Solutions N W uc Footing Drain Detail 81 st Avenue SFR Edmonds, Washington Drwn. MRS Date 12/17/2020 Proj. No. 7573 Checked AZS Date Dec. 2020 Plate 3 Earth Solutions NWLLC SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER GRAVEL AND CLEAN GRAVELS ''� I.�•� � � � A. GW WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELLY SOILS (LITTLE OR NO FINES) ° �° o �° o pOo p Q Q oQ GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE GRAVELS WITH FINES o Q 0 °° o ' p GM SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) �±� V CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND CLEAN SANDS SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS LARGER THAN SANDY NO. 200 SIEVE SIZE SOILS (LITTLE OR NO FINES) ::. SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES c•M c SILTY SANDS, SAND - SILT MIXTURES MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) cC �7 CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED SOILS SILTS AND LIQUID LIMIT LESS THAN 50 CLAYS CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS SIZE SILTS AND LIQUID LIMIT CLAYS GREATER THAN 50 CI I INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS '/ ` 1/ 01/ 01/ N \„ \„ „ 0 0„ PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. v Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TEST PIT NUMBER TP-1 PAGE 1 OF 1 PROJECT NUMBER ES-7573 PROJECT NAME 81st Avenue SFR DATE STARTED 12/3/20 COMPLETED 12/3/20 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY AZS CHECKED BY HTW AT END OF EXCAVATION -- NOTES Depth of Topsoil & Sod 9": grass AFTER EXCAVATION - L }� U = w H L Lu g TESTS 2 Q O MATERIAL DESCRIPTION ❑ 2 Z Uj � Q 0 TPSL Dark brown TOPSOIL (Fill) 0.7 -roots Brownish gray silty SAND, loose to medium dense, moist (Fill) - SM -ash MC = 15.3% Brown silty SAND, medium dense, moist SM -roots 4.0 Gray silty SAND with gravel, dense, moist 5 MC - 11.0% -moderately cemented Fines = 13.5% [USDA Classification: gravelly loamy coarse SAND] -infiltration test at 5' SM MC = 11.6% g 0 [USDA Classification: gravelly loamy SAND] Fines = 20.4% Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during excavation. No caving observed. y Earth Solutions NW, LLC TEST PIT NUMBER TP-2 15365 N.E. 90th Street, Suite 100 PAGE 1 OF 1 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 PROJECT NUMBER ES-7573 PROJECT NAME 81st Avenue SFR DATE STARTED 12/3/20 COMPLETED 12/3/20 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION -- LOGGED BY AZS CHECKED BY HTW AT END OF EXCAVATION -- NOTES Depth of Topsoil & Sod 6": grass AFTER EXCAVATION - L = }� H L U 2 w g TESTS Q O MATERIAL DESCRIPTION ❑ 2 Z U Q U 0 TPSL �.. 0.5 Dark brown TOPSOIL Brown silty SAND, medium dense, moist MC = 15.3% SM Fines = 22.1 % 2.0 [USDA Classification: sandy LOAM] Gray silty SAND, dense, moist MC = 7.4% -moderately cemented SM 5 MC = 7.5% 7.0 Test pit terminated at 7.0 feet below existing grade. No groundwater encountered during excavation. No caving observed. Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 ' Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 GRAIN SIZE DISTRIBUTION PROJECT NUMBER ES-7573 PROJECT NAME 81st Avenue SFR U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER 100 95 90 85 80 75 70 65 x w 60 m 55 w 50 z LL 45 z w rr 40 w a 35 30 25 20 15 10 5 0 rc � 1/4H[:>•�= l.�:f I loll L'!I L74i�Us Ui.1�1:71�1 Ul1�l L' 1114411 I�11®■■■I■■i��\III�II■■v■■IIIIIII■■�II��I®II�IIII�lllllll�l��®� 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Classification Cc CU • TP-01 5.00ft. USDA: Gray Gravelly Loamy Coarse Sand. USCS: SM. m TP-01 8.00ft. USDA: Gray Gravelly Loamy Sand. USCS: SM. A TP-02 1.50ft. USDA: Brown Gravelly Sandy Loam. USCS: SM with Gravel. Specimen Identification D100 D60 D30 D10 LL PL PI %Silt %Clay 0 TP-01 5.0% 19 1.191 0.289 13.5 m TP-01 8.Oft. 19 0.524 0.165 20.4 A TP-02 1.5ft. 19 0.637 0.143 22.1