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Home My WebLink Aboutfield/soil observation report� ` . � 1 Element Materials Techno�ogy P 651 645 3601 ��lemen+ 662 Cromwell Avenue F 651 659 7348 l L St Paul,MN T 888 786 7555 55114-1720 USA infostpaubaelement.com element.com Mr. David Scott SOIL OBSERVATION 1905 Heritage Drive RESIDENCE—1905 HERITAGE DRIVE Orono, MN 55391 ORONO, MINNESOTA Date: June 25, 2013 Project Number: ESP013890P FIELD OBSERVATION REPORT Subject: Excavation Observation Date of Observation: June 20, 2013 Observation By: Howard Peterson Time: 9:OOam Weather: Cloudy, 73°F Personnel Contacted: David Scott (Home owner), Carl Tuma, Tuma Excavating Remarks: We were requested to visit the site of a proposed garage/shop addition at the above referenced address. We understand the construction plan is to construct a new 38' x 27' garage/shop addition with a lower floor matching the existing basement. At the time of our observation the existing garage and foundation had been removed. The previously placed engineered fill had also been removed to approximately the new floor elevation. We performed two shallow hand auger borings west of the existing basement wall to an approximate depth of 3Y2 feet , below planned lower floor elevation. The hand auger borings were placed approximately 10'west and 8' and 16' north of the existing west wall of the basement. The soil profile encountered in the hand auger borings appeared to consist of 1' to 2' of granular fill, underlain by natural sandy lean clay in a firm condition. An 8' deep test pit had been previously excavated near the west wall of the demolished garage. The test pit walls indicated the natural soils gradually sloped downward toward the west. Based on our observations and the excavator, it is our opinion that the existing fill thickens towards the west of the planned addition to approximately 4' to 5'below the new planned bottom of footing elevation. We recommend excavation of the existing fill in order to expose the natural soils. The excavation should be sized to provide 1:1 lateral oversize for the depth of engineered fill required. The granular non organic soils that were previously excavated can be used as engineered fill. Any new engineered fill should be compacted in thin lifts to a minimum of 95% of Standard Proctor density. As variations in soil conditions may exist at locations and elevations other than those of our borings, we recommend that we be contacted to observe the soil conditions during site preparation. We recommend in-place field compaction tests be performed in the compacted fill, if required. Deep soil borings were not performed at the site, our firm cannot warrant the soil conditions below the depth of our shallow hand auger boring. REVIEWED BY: � :. ; :A� .,:_ .. . Kevin Zalec, P.E. Staff Engineer This report shall not be reproduced,except in full,without pnor permission of Element Matenals Technology. EAR Controlled Data:This document contains technical data whose export and re-expoNretransfer is subject to control by the U.S.Department of Commerce under the Export Administration Act and the Export Administretion Regulations. The Department of Commerce's pnor wntten approval is required for the export or re-export/retransfer of such technical data ro any foreign person,foreign entity or foreign organization whether in the United States or abroad, � � . , - Elemen[Ma[erials Technolo� P 651 645 3601 � 662 Cromwell Avenue F 651 659 7348 �lement St Pa��,MN T 888 786 7555 55114-1720 USA Infostpaulaelement.com element.com Mr. David Scott SOIL OBSERVATION 1905 Heritage Drive RESIDENCE—1905 HERITAGE DRIVE Orono, MN 55391 ORONO, MINNESOTA Date: June 25, 2013 Project Number: ESP013890P FIELD OBSERVATION REPORT Subject: Excavation Observation Date of Observation: June 24, 2013 Observation By: Howard Peterson Time: 8:30am Weather: Sunny, 73°F Personnel Contacted: David Scott (Home owner), Carl Tuma, Tuma Excavating Remarks: We were requested to visit the site of a proposed garagelshop addition at the above referenced address. At the time of our observation the mass excavation had been partially done. The south and North wall lines had been excavated approximately 20'to 25'west of the existing basement. The previously placed fill had been removed to approximately 1' to 10' below the planned basement floor. During the excavation a buried tree approximately 18" in diameter was exposed. The exposed soils in the excavation bottom appeared to be competent sandy lean clay in a soft to firm condition. There was also a small area on the new west wall that had been exposed at approximately 10'to 12' below the new basement floor. The exposed soils appeared to be competent sand or sandy lean clay. However, in the three areas mentioned there was not enough oversize provided for the required engineered fill. Carl Tuma asked about using 3" minus material for engineered fill. In our opinion it would be suitable provided it was installed in small lifts. Because of the amount of oversize required and limited working space, we recommended that helical screw piles be considered as an option. If helical piles are used the existing excavation would need to be filled with compacted soil to support the new basement floor. Any new fill should be compacted in thin lifts to a minimum of 95% of Standard Proctor density. .. . ,-_ , REVIEWED BY: Kevin Zalec, P.E. Staff Engineer This report shall not be reproduced,except in full,without pnor permission of Element Matenals Technology. EAR Controlled Data�This document contains technical data whose export and re-exporVretransfer is subject to control by the U.S.Department of Commerce under the Export Administration Ad and the Export Administration Regulations. The Department of Commerce's pnor wntten approval is required for the export or re-export/retransfer of such technical data to any foreign person,foreign entity or foreign organization whether in the United States or abroad. . , .. u,��.� �� ,� �Z„S:'�#4,x-S,.�r ,�g,.,., ,ix��.3}�=u 35 t �-.�.n�n��a,9 'u�'� a . 3 � v��?�� J �!+ . � �E x h t{�3.�3"'��'`��t.?�f., ��',��S, F � �.�.,�t s�a�_ �TM � Y '�''�� a a �,� � .,� �3+a e�e �r1c�'1911 '�`'� " '�t`� j g v.�.£��_'� g EF4 a 4� � � ��4 3��;��. ``�'��` �� Helical Pier Certified �� n. � . _ 9 . n ` .� � � E � v£ „ $ti� � ;�� Installation Contractor �, b .. .. ,� ....�� , � ,�.a� ._, :,�_:��.., . �, _ _. .,,,. �„ . , � Project: 13153 Customer: David Scott 1905 Heritage Drive Start Date: 7/1/13 Foreman: Russ Orono, MN Finish Date: 7/1/13 Estimator: Ben Base Length, ft. 7.0 Installation Information: All foundations are CHANCE� SS150-1'/2' Helical Piers. Lead section helix configurations are 10"-12"-14" diameter, with a 7' nominal base length. All foundations were installed using a 6,000 ft-Ib torque head. All material is galvanized per ASTM A153. Previous testing and factory recommendations assume a ratio of ultimate capacity to torque of 10:1. All foundations are terminated with weld on bearing plates. Helical Pier Extensions No. of Final Final 3' Total Cut Off Final Ultimate Allowable Helix pS� Torque Length ft Length Capacity Capacity No. Size 5' 10' (ft-Ibs) (ft) � � (ft) (kips) (kips) 1 1 1/2 1 3 3400 7200 17 2.4 14.6 72.0 35.0 2 1 1/2 1 3 3400 7200 17 4.7 12.3 72.0 35.0 3 1 1/2 1 3 3400 7200 17 4.8 12.2 72.0 35.0 4 1 1/2 1 3 3400 7200 17 1.9 15.1 72.0 35.0 5 1 1/2 4 3 3400 7200 47 1.6 45.4 72.0 35.0 6 1 1/2 4 3 3400 7200 47 0.5 46.5 72.0 35.0 7 1 1/2 4 3 3400 7200 47 4.3 42.8 72.0 35.0 8 1 1/2 1 3 3 3400 7200 42 2.1 39.9 72.0 35.0 9 1 1/2 4 3 3400 7200 47 5.1 41.9 72.0 35.0 10 1 1/2 1 3 3 3400 7200 42 0.0 42.0 72.0 35.0 11 1 1/2 2 2 3 3400 7200 37 0.0 37.0 72.0 35.0 12 1 1/2 1 2 3 3400 7200 32 0.0 32.0 72.0 35.0 Summary: No. Size 5' 10' Average Length Total Final (ft) Length (ft) Length (ft) 12 1 1/2 5 30 34.1 409.0 381.7 12 Total 5 30 34.1 409.0 381.7 � � � � � W � yp � Nr � � @ W "' � � � � � N � � �: A -�-� � �� — � — — — �� — � rO — - -� a - - — - - - � � � � — — � — — � � � N O� Y �� TFE • � �j N ■ ■ M T� • � Y �V= V= W � 1 1 1 O �� @ � T� ■ -+6�6��. 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