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HomeMy WebLinkAboutParcel Map 13542 Soils Report , �, . Test Pit No. 1 0 - 3 Feet Sandy silt, fine to medium, light brown, dry. 3 - 8 Silt with trace of sand, red-brown, very moist, becoming wetter with depth 8 - 15 Sandy silt, fine, brown, wet. Groundwater not encountered. No caving. Test Pit No. 2 0 - 7 Feet Silt, slightly sandy, brown, moist to wet. 7 - 11 Sandy silt, brown, fine to medium, wet. 11 - 13 Silty sand, gray-brown, medium, wet. 13 - 15� Silty sand with clay, meditmy-brown, wet to very wet. Groundwater not encountered. No caving. Test Pit No. 3 0 - 4 Feet Sandy silt, fine to medium, brown, dry to moist. � 4 - 8 Silty sand, fine to medium, brown, moist to wet. 8 - I1.5 Clayey sand with silt, gravel and cobbles, wet, gray. 11�.5 - 15 Silt.y sand with clay, fine, gray-green, wet. Groundwater not encountered. No caving. Test Pit No. 4 0 - 2 Feet Sand,. slightly silty, fine to coarse, brown, dry. 2 - 5.5 Sand, fine to medium, light brown, moist. 5.5 - 8 Sand, redibrown, medium to coarse, moist, slightly silty. Becoming cleaner with depth. 8 - 15 Sand, fine to coarse, gray, wet. Groundwater not encountered. No caving. Test Pit No. 5 0 - 2.5 Feet Silt, dark brown, gray, moist. ' 2.5 - 7 Sandy silt, fine, light brown, moist to wet. 7 - 13.5 Silt, slightly sandy, gray-brown, moist. 13.5 - i5 � Silty sand, fine to medium, brown, wet. 15 Sand, medium to coarse, brown, wet. No caving. Groundwater encountered at 14.8 feet. �Inland Foundation Engineering, �I1C. Preliminary Soil Investigation Hemet,California Parcels 2 & 3 of Parcel Map 13542 Rancho California Area DATE PROJECT NO. FIGURE NO. October 197 M029-001 A-� � � . Test Pit No. 6 � , 0 - 3 Feet � Silty sand, brown, dry to moist. 3 - S Sandy eilt with clay, fine to medium, brown, wet. 8 - 14.5 Sandy silt, medium, brown, wet. 15 Sand, medium, brown, saturated. Groundwater encountered at 15 feet. Inland Foundation Engineering, inc. �Preliminary Soil Investigation Hemet,California Parcels 2 & 3 of Parcel Map 13542 DATE PROJECT NO. FIGURE NO. �ncho California Area October 1979 M029-001 A-8 Y V p C � O � d'� � > U = ��'d � � fV �D c+1 N �O f� N �O O� O W � V' f� t'�1 I� �O N d' •i• a � �o � r r �c �o r r � rn oo rn co ao rn rn �n � r � � 0 � U � • •c W C O � A � � 'O �jy '�'� w d' �-1 �O 01 M rl O� 01 �D O O� Ul CD I� N .--1 l0 �O C� � � � p U �O CO N r-1 M if1 O �0 �O O 1� �"1 N N O� V' O � 1� O O S� p, r rn rn rn ao ao rn rn rn � o c�, o rn rn •o � � ao rn "' (-1 �--1 .-1 .-1 .-1 .-1 C A C m � � � � � � N c+l N N1 t0 t� I� d' O tf1 .-1 tf1 O ul �D O .-� r-1 �' O "'� Q f'7 N �-1 d' N N N ('�'1 e--1 �O � CO lV � tf1 I� tf1. fV C�'1 f7 L.�y V �-1 N N N N N• N N rl � � t!'f V1 tf'1 U1 �f1 U1 lfl �Yl t11 lll 111 t11 111 lf) tIl tll ul ul �f1 Il1 � �-a � . . . . . . . . . . . . . • . . . . . . � �: O N [N �O O N C �O O N � t0 O N ai� �O O cv d� �O W [� � � o 0 0 0 0 0 0 0 0 .o 0 0 0 0 0 0 0 0 0 0 � O N d� t0 O N �T l0 O N � t0 O N cp �D O . N V� t0 � . 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(°�) p•c•f• (�) 21 10-8-79 • Test Pit No. 6 0.0-0.5 1.9 85.7 68 22 10-8-79 - Test Pit No. 6 2.0-2.5 13.0 � 94.7 75 23 10-8-79 Test Pit No. 6 4.0-4.5 28.4 87.9 72 . 24 10-8-79 Test Pit No. 6 6.0-6.5 24.3 97.6 80 � A-10 Inland foundation Engineering, Inc�. k w��• ��� w�Li�i��i�ii��ii ����y ��riiiw� "�»"iL�Ei�CL��'t�'�lC�""' � �CC�� G�iLG...... .. .�.. .. .......... ..�. ....... �����w��w�nw• ���wAAMY�/�� ��i� �����._�^__�w��`�uu���e����i�i ■�i�� ��`��i� ��v����u��u�ww� ��i���u�ili���/���ia�w���i�i�i`��iijLi=C���iiii �wi�riri�Gii��.� •• � w�i�a:i�iiiiii�i � �w���w����� �.��..� • M�/�1���\��•....������o.�:.�w:N���F���i�1�� �w�i������w�iiY��ti.•w�h M ■• ���r`.\� ��/������\\�����Y�����������������:�:A�I�M�• y Y� Y� �A�����1�/��•�.����Y�������■•��•���/������������M ����•�O�\�A���Y�rY�\���/�Y%•��Y��/1�Y Y:�� �YYYO�WY�t1Yl����������W�/����W�/��V��1����������r1�YY���r�YYYl��Y�W�Y�Y iM�:s�.:: '�: C�:::C'.:��C.."�����CC���.��y�.�����.�C�C��'.����.�L N:..„� ���I��A�� ■\��\l�����������\�Y�����������\�������������� ■WY��� /� �tY��Af�����\�������1���\�������\�1������������\����������\A���/��A�\���N w�����/ww���•�v����-iu����• •�Y�\���������/���/������r�������������\����������������\��������• •��I��WN�W������YY�W��Y�waY Y��W���\��/■�����Y�•YY�W����•Y�%�Cr���sr���•�riiriY Y�Y����� �mm��W'. %�����A�t1f.Rf�f^:ff fA���/Y����A:f�:t1����„ ^•�~C \��R�A.A:/��.�N�A��w/�f�Yf�:�YN, �A�%�.\���Y�Y\\����Y�\�V���Y����Y���%��������%���UY�..���Y�V.•Wa�Y���W��•����M��~���h�����p�I��Y� �u�•�N�A.■�■M���•�/l��\�����\��~�^Cu��t����\%Y�����\•�^•.^��A\��NtY�����Y�1/��fW�C����N•�•■•�i�1�H �S�OY�V�■W��•NV� YU�■Wl•Ya��1W���1���V�•W%���N��•V1Y•W��AY��\�O■/YYmO�Y�It������YY1eW���m���Y� �Y��%��■. 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r�►��rr��u m r���vv�m���r�w rm��vo tov vmv�r�roo��r�o��m m����m to���rr�ro��rs�• ���������\��������������\������f��������1������\�����li��\������������Y�fl\�f�/���AN�f�M�O����\\������fMnY�/�A� �����ll�l�'.������1�1����������/\��\/�������1�������������\��������������\����Y�������N��fV��\��f�����\��\��VW��A1 �������.��i������������t��f���������������t���������������1�������\������f�1���1���A�Wf�O�������������\�!!l�\/tf h�ff �1M���^l��1����Wll��/��W������\���1\I������������������1��\����tlA�Y��Yl��a1��0����\��U��/����l���l/��nY��• Rfl���.I��n�\�\���t1n1f���ffff�IR�\�\���\�Zf[�tlf���t���n�1A11��f�t1�1�0\��M�O���AI\ff*�1fA��fL1�lti��A��• ■�\\�il���0���������������l�������������������/f�����������ff���\/��������<A����I���MI����p������1����\����\�����i�• t��'.��\��\f�A��M���������\���������\\��1�\\��1�������\/��������/������\���\�M����\��Y�Yf�������f������������������■ •Yii•Va�Y����i����t�ii��ii�i���i���ua••u•v�•iii�iiii••■��u•I■Uu•Yi•Y�iWo�Y�ui�����■iVAiii��ii�iiii�iii��•W•Y��� � � � � � �� . 1� � P' • 1 /� • i • � • • - • � • � � � � � �� D � - . �lE�E�� . . - ��, �i��� . . - •�, !!��!!�lR�� . �- . � . �l�Q�� . �- . • . . • - . - . . . - . . - . . � � • • . • � . .- � • � � � < �-- , as control campacted fill should be anticipated. In the valley area this shrinkage will be on the �order of 24 percent. Subsidence of surfaces which receive recompaction in the valley area will on the order of 0.24 feet per foot of reco�npaction. Shrinkage of aoils on the aouthwesterly. portion of the property will be approximately 15 percent within the upper two feet and less than 5 percent below that elevation. The area of which the lower values of shrinkage and subsidence are anticipated is delineated on Figure No. A-11. General Site Grading: All grading should be performed in accordance with the grading ordinance of Riverside County. Following are general guide line speci- fications based upon the soil conditions as observed during our investigation: 1. Clearing and Grubbing: Al1 surfaces to receive compacted fill and all building slab and paving areas should be cleared of surface vegetation, debris and other unsuitable materials. Existing loose soils and old fill should also be excavated. This includes the complete removal of the existing dikes on the property and the removal of loose and compressible sediments from the reservoir area. 2. Preparation of Building Areas: In the areas to receive recompaction an over-excavation should be made in order to provide a minimum - compacted fill thickness of seven feet. This may be accomplished by excavating to a depth of six feet beneath the lowest adjacent final gra�e elevation. The excavation should extend a minimum of ten feet outside the building areas. The exposed surface should be brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. This may require air drying or stabili- zation with granular materials. The site should be inspected by the ,� soil engineer or his representative after which compacted fill may be '" placed in order to achieve the desired final grade elevation. 3. Placement of Compacted Fill: All surfaces which are�to receive compacted fill should be scarified, brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. Where fills are to be_placed upon existing slopes of 5:1 (horizontal: . vertical) a keyway shall be excavated at the toe of the proposed fill slope. An inspection by the soil engineer or his representative should be made in order to verify that the keyway has been excavated into bed- rock _or dense native material. Continuaus benches �in these areas shall � be made as the fill is being brought up. All fill shall be placed in shallow lifts and compacted with approved compaction equipment to a minimum of 90 percent relative compaction. 4. Preparation of Slab and Paving Areas: Al1 surfaces to receive concrete slabs-on-grade or asphalt concrete paving shall be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished from the subgrade surface, providing compaction equipment is heavy enough and capable of coanpacting to a full depth of 12 inches. If this is not possible, an over-excavation may be required. The surface of the over-excavation shall be scarified, brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. The remaining material may then be. placed as control compacted fill in order to achieve the desired 12 inch cocnpacted fill thickness. '��- Inland Foundation Enginee�ing,Mc. 5. Testing: During grading frequent inspections and field density testing � shall be perfozined by the soil engineer or his representative in order to verify the grading is being performed in compliance with the recommenda- tione of this report as well as the grading ordinance of the County of Riverside. The m�nimum acceptable degree of coanpaction obtained during grading shall be 90 percent of the maximum dry density as obtained by the A.S.T.M. test method D1557-70. Where testing indicates insufficient density, additional compactive effort and the adjustment of the moisture content as required shall be performed. Retests shall then be made in order to verify satisfactory compaction. GENERAL ' The findings and recoc�m►endations of this report are based on an interpolation of soil conditions between boring and exploratory test pit locations. Should conditions be encountered during grading that appear to be different than those indicated by this report, this office should be notified i�nediately. Our recommendations are based upon a review of the referenced plans and upon dis- cussions with your representatives. Should changes be made in the plans, our office should be notified in order to verify that the reco�nendations of this report are applicable. Prior to the co�nmencement of site grading, we recommend that a pre-job conference be held on the site with representatives of the contractor, architect and engineer in attendance. The purpose of this conference would be to enable a more camplete understanding of our recommendations for all parties inyolved in the construction. . a � -S- inland Foundation Engineering,lnc. � APPENDIX A FIELD EXPLORATION For our field investigation, five exploratory borings were excavated by means of a truck mounted rotary auger rig and six excavations were made by a backhoe at the approximate locations shown on Figure A-11. Continuous logs of the materials encountered were made on the site by a Soil Engineer. These are presented on Figure Nos. A-2 through A-8. Representative undisturbed samples were obtained within several of our borings by drivinq a thin-walled steel penetration sampler with successive 30 drops of a 140 pound ham�ner. The number of blows required to achieve each six inches of penetration were recorded on our boring.logs and used for estimating the relative consistencies of the subsoils. �ro different samplers were used. The first sampler used was the Standard Penetration Sampler for which published correlations relating the number of hammer blows to the strength of the soil are available. _ The second sampler type was larger in diameter, carrying brass sample rings having inner dia- meters of 2.5 inches. Undisturbed samples were removed from the sampler . and placed in moisture sealed containers in order to preserve the natural soil moisture content. They were then transported to our laboratory for further observations and testing. Field Density Tests were made within the test pits. These tests were performed in accordance with the ASTM D 1556-64 test method. The results are summarized on Figure A-9-and A-10. r , A-1 Inland foundation Enginee�ing, Inc. Boring No. 1 Project No.Mo29-o0� project P• 2 � 3• P.M. 13542 �� 10-4-79 'Sample Types 1S-p-m- • 2� T.D. Rinas Hammer Weight 140 lbs. �op 3o inches SOIL PROPER TIES sample' moisture dry relative soil depth S `D soil description and remarks content density compaction type � 3 p �'v o percent lbs/cf percent T � � � Silty clay, fine, light brown, dry CL- ML � 24.2 84.2 66 --- — 5 Silt with trace of clay, brown, moist, wet NII� CL � � 10 � " -- --- Sandy silt, fine, wet, brown I� Sand fine-medium saturated brown 17.9 113_ q P � Silty sand, with clay, fine saturat GF1 _ _ 15 � brown. � _ Sand, fine - coarse, saturated, 17.4 109.7 _ white, clean � � SP 20 � ;� . _:-- -- --- � Silt, slightly sandy, fine, gray, • saturated � 25 7 Becoming sandier w/depth 30.4 96.2 �9 3n.2 94.8 - 30 • 26.1 100.7 - � 35 Sandy silt, with. clay, fine. to- ` 28.5 101.0 � ,,: medium, -gray, saturated. � CL � 40 �f;, End of Boring - 40 feet ��� ;>., ?�; �� , 45 :��; � _ � � ,,,, , : 5 � B O R I NG L O G Preliminary Soil Investigation � Sgure }'�: Parcels 2 & 3 of Parcel Map 13542 �� �' >>:S Inland Foundation Engineering, Inc. Rancho California Area . }�-2 Boring No. � project No.�029-001 pI-oject p- 2 & 3, P.M. 13542 �� 10-A 79 " Sam,ple Types S_P_T_ _ 7� T n R'nq�_ H��er Weight_ i an i t,s Drop_30 inches � SOI�L PROPERTIES sample moisture dry relative soil depth S tD soil description and remarlcs content deneity compaction • type r�. a, percent lbs/cf percent p � �: � T .n � � Silty clay, slightly sandy, c�ry- wet, brown. 22.1 98.1 78 �•- 5 • CL 5 5 1 . 10 Clayey silt, wet - very wet,brown ML --_ -�--- --- . 27.1 9'�.7 80 CL �� Sandp silt, fine, very wet, dark 15 brown. ML S�lty sand, trace of clay, fine - � � medium, saturated, brown. 26.4 . 94.0 �� G.W. = 20 i _ SM ; Becoming sandier w/depth . 10 � 11 27.2 96.8 25 CL Silty clay, organic material presen ,31.8 92.4 g� dark gray� moist to_we� �_. 30 Sample Silt sand fine fell out Y , , gray, moist �� � 35 , SM 4 40 � Sand, med'um to coarse, white, clea , �' 20 moist � 45 � i • Sand, slik�htly silty, fine, gray, . g moist - 50 feet . 2 B O R I NG L O G Preliminary Soil Investigation Figure Inland Foundation Engineering, (nc. RanchoSCaliforniapAreal �p 13542 No, A-3 , Boring Np, _z_ pl,ojeCt No.�102_9-001 pI.oject p• 2 & 3, P.M. 13542 �� 10-3-79 � Sample Types_s.P.T �. T D Ri nn� H�mer Weight_ 140 1bS t' D�'op __ 3fl fn hp� SOIL PROPERTIES sample moisture dry relative soil depth S � soil description and remarlcs content density compaction tyre � 3 � o percent lbs/cf percent T' Sandy silt, medium to coarse, light T � � � brown, dry to moist becoming less sandy with depth. . � 10.2 111.3 86 CL �� 5 Gravelly silt, brown, moist —'- ——--- MI: Clay with trace of silt, brown, wet. 2 3. � - C�. 10 Sand, fine, brown, wet Zp.3 98_� 76 — '7 7 SP � 15 : Sand, mediiun to coarse with tsace of � ` gravel, white, wet to saturated. G•W• = SM- 20 � . Sw � . o i Sandy silt, fine to mediu 25 sn,gray, saturated. • 31.8 92.4 ML 8 CL g 30 Sand, slightly silty, fine, dark p gray-brown, saturated 6 ' . sr� 35 � . s�e ., 1 Sand trace to gravel, medium to -- 4� 3 coarse, light grey-white, satur�ted End of Boring - 40 feet � � 45 � :� _ _ � BOR ING LOG Preliminary Soil Investigation Figure Inland Foundation Engineering, 1nC. RanchoSCaliforniaPAreal Map 13542 No. A-4 _�oring No, 4 project No. M029-001 prpject p• 2 & 3, P.M. 13542 �� iD-5=7g Sample Types S p_T. _ ��, T n D� Hammer Weight_ �4o ibs Drop 30 ir�ches SOIL PROPERTIES sample moisture dry relative soil depth � soil description and remarks content density compaction type s � v� � o percent lbs/cf rcent p �° � T � � � Silt, slightly sandy, light brown, dry- moist. 9.6 114.2 - �, 8 . � 5 S lt sand w gravel, fine to coarse SM Sand, slightly silty, medium to coa e � 17 li ht y- � SP- 23 g gra white moist SM 10 Silt, slightly sandy, trace of clay, ' moist. � Sand w/trace of silt, fine=co��. 18.4 104.8 19 �i9�gray, �moist. 27 Silt, red-brown, moist 15 Sandy silt, fine, gray, moist 19.2 110.4 - 9 Becoming sandier w/depth . 31 20 � f Silty sand, fine to medivai, qrap; _ 2 tnoist. 16.8 '108.1 ; - G'W• — 4 sM 25 Silty sand, fine to coarse, red- brown, moist. 22.6 97.2 - 8 � 0 " , sM 30 Sand with trace of silt, light gray- white, moist to wet, medium to 16.2 - - 33 coarse 35 Picking up rust red color at SM- depth SW En o orin 17.0 - _ 2 9- 40 feet 3 , 40 � 45 5 B O R I NG L O G Preliminary Soil Investigation Ffgure p Parcels 2 & 3 of Parcel Map 13542 No. n and Founda�tion Engineering, Inc. Rancho California Area ' . A-5 1 P 2 & 3 P.M. 13542 �� 10-5-79 S project No. M�29-o01 project ' Boring No..�--- �o n .hes ' � Sample Types � p T ��+ I n Rinag _ Na�mer Weight �an ih � _Drop sample SOIL PROPERTIES � moisture dry relative soil depth s � � content density compaction type p .,d o soil description and remarks � • � percent lbs/cf percent T � � -� Sandy silt, fine, brown, dry to moist. � 4 � 84.2 67 � 27.5 5 . Silt, slightly sandy with trace of ML clay, wet. 2� 2�S Silty sand, fine to medium,brown, gM 10 wet 3.�jori y of s le G•W• , _ 4 11 o t 15 7 Silty sand, fine, dark brown, wet 33.6 92-� ' � . sM 20 i � 2 � 15.3 � 121.4 ' 25 � . � S�lty sand, fine tbrown, saturated h medium, dark gray- SM 9 �� 0 �,� �. I �3p.2 97.6 30 8 . 2 q saturated 25.0 98-1 • Silty sand, fine, ray, � gM 35 i , . 1 -_"_ 98.9 - CL 1 Silty clay, gray, wet 29•6 40 � Silt sand with clay, fine, gray, _ SM _ 2 y 21.4 106.6 . 3� ��'' SC ;`;. wet �� } :z . ;�. ;; 4 6 29.6 ', 92.4 . - End of boring- 50 feet ��r e . Preliminary Soil Investigation � B O R I NG LO G parcels 2 & 3 of Parcel Map 13542 ' Inland Foundation Engineering, inc. Rancho California Area � A-6 ti r � 'Albert C. Martin & Associates -2- November 16, 1979 We thank you for this opportunity of being of service to you on this project. f there are an estions, or if you should need additional information, Z Y � �5lease do not hesitate to contact our office. Respectfully, IN F ATION GINEERING, INC. wre . P.E. Distribution: Addressee (2) ±'s , �''i N; Inland Foundation Engineering,Ina " . TABLE OF CONTENTS � Introduction . . . . ' . . . . . . . . . . . . . . . . . . . . . . . 1 Scopeof Work . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Pro ject Description . . . . . . . . . . . . . . . . . . . . . . . . 1 SiteDescription . . . . . . . . . . . . . . . . . . . . . . . . . 1 Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Seismic History . . . . . . . . . . . . . . . . . . . . . . 2 Seismic Risk . . . . . . . . . . . . . . . . . . . . . . . 2 Subsoil Conditions . . . . . . . . . . . . . . . . . . . . . . . . 3 Conclusions and Recommendations . . . . . . . . . . . . . . . . . . 4 Foundation Design . . . . . . . . . . . . . . . . . . . . 4 Lateral Design . . . . . . . . . . . . . . . . . . . . . . 5 Concrete Slab-On-Grade . . . . . . . . . . . . . . . . . . 5 Expansive Soil Design Criteria . . . . . . . . . . . . . . 6 Tentative Pavement Design . . . . . . . . . . . . . . . . . 6 Shrinkage and Subsidence . . . . . . . . . . . . . . . . 6 . General Site Grading . . . . . . . . . . . . . . . . . . . 7 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Appendix A - Field Exploration . . . . . . . . . . . . . . . . ;. . A-1 to A-11 Borings Logs . . . . . . . . . . . . . . . . . . . . . . A-2 to A-6 Pit Logs . . . . . . . . . . . . . . . . . . . . . . . . . A-7 to A-S Summary of Field Density Testing . . . . . . . . . . . . . A-9 to A-10 Boring Locations . . . . . . . . . . . . . . . . . . . . . A-11 .r .�f' Appendix B - Laboratory Testing . . . . . . . . . . . . . . . . . . B-1 to B-14 Maximum Density - Optimum Moisture Determinations . . . . . B-3 to B-4 Grain Size Analysis . . . . . . . . . . . . . . . . . . . . B-5 to. B-8 Expansion Test Summary . . . . . . . . . , . . . . . . . . B-9 • Direct Shear Testing . . . . . . . . . . . . . . . . . . . B-10 to B-11 Consolidation Testing . . . . . . . . . . . . . . . . . . . B-12 to B-14 Appendix C - Liquifaction Analysis . . . . . . . . . . . . . . . . C-1 to C-7 Liquifaction Stress Diagrams . . . . . . . . . . . . . . . C-2 to C-6 Liquifaction and Seismic Zones . . . . . . . . . . . . . . C-7 Inland Foundation Engineering,lnc. ' � INTRODi1CTION • � This report presents the �results of a preliminary soil investigation performed at the proposed site of an industrial commercial development. The site consists of approximately 140 acres located on the southwest side of Diaz Road between Rancho California Road and Winchester Road in the Rancho California area of Riverside County. The property under investigation is described as Parcels 2 and 3 of Parcel Map 13542. A plan entitled "Tentative Parcel Map 13542" dated April, 1979, and prepared by James P. McGoldrick was provided prior to the commencement of our investigation. In addition, topographic maps and preliminary grading plans provided by Albert C. Martin and Associates were used as references during our investigation.' SCOPE OF WORK The purpose of our investigation was to determine the engineering characteristics of the subsoils and to develop recommendations for foundation design, lateral design, concrete slabs on grade, expansive soils, tentative pavement design, shrinkage and subsidence, and general site grading. In addition, a limited evaluation of the liquifaction potential of the soil underlying the site was made. This included a geologic office�review of the potential seismic events with relevance to our liquifaction analysis, only. The determination of surface dis- placements due to actual faulting on the site and the location of such faulting were not within the scope of our current investigation. Our investiga�ion included field exploration, laboratory testing, engineering analysis, geologic rPview,( and the preparation of this report. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION The site under investigation consists of approximately 140 acres which are to be developed as building sites for industrial and co�nercial structures. Our preliminary grading plans indicate that this development will cover approxi- mately three-quarters of the total property. It is our understanding that the proposed structures will be of masonry or concrete tilt-up construction and will impose foundation loads of up to 70 kips per column. This is consistent with an existing industrial development to the east. The development of the building sites will include considerable �ite gradfng. Generally, the building pads developed on the extreme southwest portion of the site will be created by excavating into the hilly terrain in that area. The excavated material will be used as fill on _the northeasterly half of the property which is currently relatively level and appears to.be in a flood plain area. Some removal and recompaction of existing soft and compressi.ble soils within the valley floor will be necessary. SITE DESCRIPTION The site is located in the Murrieta Valley and is bounded on the northeast by Murrieta Creek and on the southwest by the foot slopes of the Santa Rosa I�ills. Generally, the topography of the northeasterly portion of the site is relatively level with drainage to the southeast at a gradient of less than one percent. _1_ Inland Foundation Engineering,lnc. , In ;the hilly area on the southwesterly portion of the property slopes of up to twenty percent were observed. Numerous qullies and intermittent stream ` channels were observed in� the hilly area draining to the northeast. The topography of the site may be more thorouqhly observed by referring to Figure No. A-11 of this report. This figure also indicates the location of two dams and reservoirs observed on the site. Since these are within the area to be developed, it is anticipated that these will be removed during grading. At the time of our field investigation, the northerly one-half of the property had been cleared of surface vegetation. This is with the exception of an area in the vicinity of Test Pit No. 5 which had a relatively high growth of marsh-like grasses. A high growth of grass was also observed in the center portion of the project area. A sparse growth of low grass was observed in the sloping area on the extreme southwesterly portion of the project. SEISMICITY Seismic History: The subject property lies within the seismic influence area of the San Jacinto Fault, the Elsinore Fault and the San Andreas Fault. ENVICOM (1976) states that, "the seismicity of the Elsinore Fault Zone is substantially less than that of either the San Andreas or San Jacinto Zones". The largest historic seismic event on the Elsinore fault zone occurred on May 15, 1910 in the vicinity of Lake Elsinore, and had a magnitude of approximately 6.0 on the Richter Scale (Wood and Heck, 1961) . The maximum Mercalli intensity for this seismic event was thought to be approximately VII. (ENVICOM, 1976)�. Weber (1977) and others consider the Elsinore Fault Zone to be less seismicall� active than either the San Jacinto Zone or the Newport-Inglewood Zone. It is our opinion that for studying the subject property and the surrounding vicinity the most relevant consideration should be given the .San Jacinto and San Andreas Fault Zones with regard to their potential seismicity. Since 1932, several earthquakes with magnitudes of from 4.0 to 5.9 on the Richter Scale have occurred, six to twelve miles (.7 Km. to 19.4 Km.) , northwesterly of Lake Elsinore. One of these had a magnitude of 5.5 on the Richter Scale (May 31, 1938) . Several other earthquakes, none of which had epicenters along the Elsinore Fault Zone have occurred which had magnitudes of 6.0 or greater on the Richter Scale. These earthquakes have occurred within a 44 mile (70.8 Km.) radius of the subject property, and include: two in the San Jacinto Valley (1899 and 1918) ; one south of Loma Linda (1923) ; and one southeasterly of Anza (1937) . (California Department of Water Resources, 1964; Hileman, James A. ,; et al, 1974; and Toppozada, 1978) . The maximum probable earthquake, which may occur along the Elsinore Fault Zone within Riverside County in the next 200 to 250 years, may have a magnitude as high as 6.0 on the Richter Scale. The maximum probable earthquake, which might occur along the San Jacinto Fault Zone within Riverside County in the next 100 to. 200 years, could have a magnitude as high as 6.5 on the Richter Scale. Within the same time frame the San Andreas Fault Zone to the northwest �; could possibly produce a seismic event with a magnitude of 7.0 on the Richter ;f Scale (Also a maximum probable event) s'i� � � Seismic Risk: The primary effects of earthquakes are surface displacement� '2' Inland foundation E�gineering,IwE. ground rupture, changes of elevation of land due to subsidence and/or uplift, • and strong ground vibrations. The secondary effects are ground fissuring, lurch- ing, landsliding, and liquifaction. The scope of our current seismic evaluation is the determination of the magnitude of strong ground shaking as related to the liquifaction potential of the subsoil. ENVICOM, Plate IIA, (1976) , indicates that the subject property contains three soil zones. These soil zones include alluvium of intermediate thickness (Zone B) . Thick alluvium and soft sediments (Zone C, greater than 2,000 feet thick) and Thin Pleistocene alluvium (10 to 200 feet, Zone D) . These zones are delineated on Figure C-7. Considering a use category "C" (See chart on page 119, ENVZCOM, 1976) which should include the types of structures which might be considered for construction on the subject property, and also the fact the property is within a ground shaking zone wich is designated as Zone II, the followinq are the ground surface accelera- tions and the estimated times of strong ground vibration for the three areas: Zone Decimal fraction of the Duration of "strong" acceleration of gravity ground shaking II B 0.36 10 - 20 II C 0.18 20 - 30 II D 0.44 10 - 20 The above figures are based on a potential 7.0 magnitude seismic event on the San Andreas Fault Zone; a 6.5 magnitude seismic event on the San Jacinto Fault Zone; and a 5.5 magnitude seismic event on the Elsinore Fault Zone. As previously stated, it is our opinion, that seismic considerations for the subject property should include either the San Jacinto Fault Zone or the San Andreas Fault Zone. The liquifaction potential has been evaluated (see Appendix C) and determined to be negligible. It is unlikely that the primary effects of earthquakes such as surface displacement, ground rupture; or changes of elevation of land due to a seismic event would occur on the subject property. Fault hazard maps currently being prepared by the State of California Division of Mines and Geology indicate that only the Wildomar Fault which lies northeasterly of the subject property has a potential of being active. SUBSOZL CONDITIONS The results of our investigation indicate that the soils underlying the site are predominantly fine-grained and consist of silt and clays. Within the valley floor these soils were generally in a very moist and saturated condition. Ground water within the valley area was encountered at depths ranging from thirteen to twenty-four feet. Loose to moderately dense clean sands were encountered near and below the ground water level. Consolidation testing of undisturbed samples obtained in the valley area indicate that the soils are normally consolidated and highly compressible under the anticipated foundation loads. Expansion test- `s# ing of this material indicates that the soils exhibit a moderate to high expansion �4 potential. On the southwesterly portion of the project the soil conditions 5� improved noticeably. The in-situ density of the soil is .higher on the south- westerly portion than those observed in the valley area to the northeast. `f -3- Inland Foundation Engineering, Inc. CONCLUSIONS AND RECOMMENDATIONS The results of our investigation indicate that some remedial measures will be necessary in order to develop the site as a proposed industrial area. These measures include the removal and recompaction of existing soils within the proposed building area. The following paragraphs present more specific design recommendation for foundation design, lateral design, concrete slabs-on-grade, expansive soils, tentative pavement design, shrinkage and subsidence, and general site grading. Foundation Design: The results of our investigation indicate that. footings which are supported on properly compacted soils or upon dense native soils may be expected to provide satisfactory support for the proposed structures. Generally, in the valley area recompaction of the existing soils will be necessary. The depth of this recompaction should be seven feet beneath the final grade elevation. The extent of the area in which our analysis indicates that recompaction will be required is shown on Figure A-11. Some recompaction of the soils on the remaining portion of the property may be necessary depend- ing on the soil conditions as observed during grading. We estimate that such recompaction would be limited to those lots on which the building will span from cut to fill. We recommend that foundations have a minimiun width of 12 inches and be founded a minimum of 18 inches beneath the.lowest adjacent final grade. For design an allowable soil bearing capacity of 1,000 pounds per square foot may be used. Our estimates of the settlement potential of foundations in the valley area which are supported upon recompacted material are shown graphically below: 1.5 - - � / ' _ / 5 Ft. Recompaction / � / 1.0 / _ - - ------- ..�--- --- Estimated � Settlement � � (inches) /� 0.5 _ . . .- / --- - . / - _ __... . . .._- - - / . 7 Ft. Recompaction 0.0 20 40 60 80 . Total Load to Square Footing (kips) -4- Inland Foundation Engineering,lnc. 1.5 S Ft. Recompaction 1.0 / Estimated Settlement (inches) ' / . 0.5 / 7 Ft. Recompaction 0.0 1 � 2 3 Total Load to Continuous Footing (kips per foot) " The reconrtnendations provided in this section are based upon all footings being supparted on properly coanpacted native soils or dense native soils. All footing excavations should be inspected prior to the placement'of concrete in order to verify that they are free of loose and disturbed materials and are founded upon satisfactory soils. Lateral Desi • The bearinq capacities pravided in the preceding section are for the total of dead and frequently applied live loads. These may be increased by 33$ to provide for lateral loads of short duration such as those caused by wind or seismic forces. Resistance to lateral loads will be provided by a combination of friction acting at the base of the slab or foundation and passive earth pressure. A coefficient of friction of 0.36 between soil and concrete may be used with dead load forces only. A passive earth pressure of 225 pounds per square foot, per foot of depth, may be used for the sides of footings which are dense native material. Passive earth Poured against recompacted or one foot except where confined as beneathsaufloor�slabbefornexamplethin the upper -5 Inland Foundation Engineering, lnc. P Concrete Slabs-On-Grade: All surfaces which are to receive concrete slabs-on- � grade should be compacted in accordance with the site grading recammendations of this report. Slabs should be underlain by a moisture barrier in order to reduce the potential of moisture migration to the slab as well as moisture variations in the soils underlyinq the slabs. Moisture barriers should consist of a 6 mil thick polyethylene plastic and should be protected from puncture by a minimum two inch thick blanket of sand. Slabs should be reinforced as recartanended in the expansive soil design criteria presented in this report. Expansive Soil Desiqn Criteria: Due to the presence of moderately to highly expansive soils on the project, we make the following recommendations for the design of foundations and concrete slabs-on-grade Foundations: All foptings should be founded at a minimum depth of 24 inches beneath the lowest adjacent final grade and should be reinforced with one No. 4 reinforcing steel bar placed in the top and bottom of the footing. Concrete Slabs-On-Grade: All concrete slabs-on-grade should have a minimum thickness of four inches .naminal and should be reinforced with No. 3 reinforcing steel bars placed at 18 inches on center each way, or an equivalent wire mesh placed at mid-depth in the slab. Tentative Pavement Design: All surfaces to receive asphalt concrete paving should be underlain by a minimum compacted fill thickness of lz inches (excluding aggregate base) placed as described in the site grading section of this report. Although actual "R" Value testing was not performed during our investigation, we make the following tentative recommendatio�s for pavement design on the basis of classification index values: Pavement Base Course Thickness Thickness Service (Inches) (Inches) Light (Passenger Cars, General Parking Areas) 3.0 5.0 Medium (Light to Medium ' Trucks, Driveway and Ramp Areas) 3.5 7.0 Heavy (Heavy Truck Loads, Driveway & Ramp Areas) 5.0 10.0. These recommendations are provided for estimating purposes only. At the completion of rough grading, when the subgrade .soils are more accurately defined, samples should be obtained for R-Value testing which will be used as a basis for the actual pavement section design. Shrinkage and Subsidence: Due to the low relative compaction of the material in its present eondition, some shrinkage of material which is excavated and replaced \ -6' Inland Foundation Engineering,lnc. � _., . � ELSIN�RE UNION HIGH SCHOOL DIS`TRICT ^ 1201 West Graham Avenue . Lake Ef�inore, California 92330 . 714 674-8771 APPLICATION FOR AND CERTI,FICATIOI�I OF PAYMENT OF SCHOOL FACILITY FEE � . �-� 4243 ����. APPLICATION I '� LEGAL DESCR 1 PT 1 ON_�f ' �1 � ' — ' _ � �� ���_� f ."� �.� .� ! + '��_ � � -' `1-', c:�t_� . - -_< _ � .J ADDRESS ,.. - ' I ,. � , ,, � � f � . ` � c ' �-1 � �i �._C. l� .c__. C� �1 l : iC 5 r . : : ( ; {-' 'r r`- � '>_..J _ ( t.t__ i ,��,' ."; � J ',__� kJ�..t y'_�. �_{ '�--._i ' ��,� �.J.0 '��� �J � -- PLAN CHECK/ I NSTALLAT 1 ON PERM 1 T NO � ' '� � � �� ' °' �' ` 1" � , � � , ,-- , . I r : ; APPL 1 CANT ' �--�\:;, l�� � \._,�-'' r ...{ .. , ^ �_,_ � '� —''. f� -`.- ..J' �J�h.�1.A.J�. �� '�.�� ���1 { t,' ( P ' � � ✓ � � ADDRESS 1 '�� t� ,) �r�.A. E ���: �J t � } ` �-_'.- - �i �-�, � � _�..' ' OWNER ( �,%) AUTHORIZED AGENT ( ) TYPE OF DEVELOPMENT O RESIDENTIAL O MOBILEHOME ( ) SINGLE FAMILY ( l/) COMMERGIAL ( ) MULTI -FAMILY ( ) INDUSTRIAL LOT NO. SQUARE FOOTAGE 1; `� � (,- OTHER _ ( IF FIIVAL BUILDING PERMIT IS OVER 20 SQUARE FEET MORE OR LESS THAN TH15 IYUMBER, APPLICANT MUST ADJUST FEE PAID ACCORDINGLY ) WE CERTIFY THAT THE ABOVE IIVFORMATION IS TRUE . � � / , ' ,,, , -- DA7E :�.{ .. �{�._ � �.� APPL I CANT , ' ,i/. � e=ti.f. 'e ,/�':-����'Z,J � , .. TITLE � CERTIFIC74TlON ' '� , TO C 1 TY,/COUNTY OF K 1��[��, ,� [�5�...i THIS CERTIFIES THAT SCHOOL FACILITY FEES IMPOSED PURSUANT TO: ( �) CAL I FORIV I A GOVERIVMENT CODE SECT I ON 5 3 0 8 0 ( ) PRE- 1987 CE6AL AUTHORITY - DATE O CALIFORNIA GOVERNMENT CODE SECTIOIV 65970 L`. IN THE TOTAL AMOUN7 OF • '� l X SQUARF FEET , OR $ � f � j ( TOTAL AMOUNT OF FEE ) , HAVE BEEN PAID TO THE DISTF�2ICT FOR THE ABOVE -LISTED PROPE S . THAT BUILDING PERMITS FOR THIS SQUARE FOOTAGE IN TH O SE L ENT MAY NOW BE ISSUED BY YOUR JURISDIC710N, AUTHOR 1 ZED REPRESEfVTAT 1 VE ���� � �, � � � I I ���� �A �� '.A-, i BY - , � � • � ` ° TEMECULA Ul�=d'I� SCHOOL D=STR2 CT � L O 41920 Moreno Road V � Temecula, California 92390 714-676-2661 APPLICATION FOR AND CERTIFICATION OF PAYMENT OF SCHOOL FACILITY FEE APPLI C1ITION LEGAL DESCRZPTION E/�3 LS �t�/;- � .4;���, �,o-��< � �,�.�,, r,nDxEss !,(� 3�1,Sr iE��•��� L f/.4 �A-D � / �rn ce-�_��- �=�-�- : PLAN CHECK/ISTALLATION PERMIT NO. 3 S S �1 .3 7 APPLICANT '�3 L GC S A-.�2'i i n� :�: S'�- �G,/�� 7 C/ �/ - 3 �-3� ADDRESS I�S 70 �-��N v�4 V/`S Ti4 �A-ilJ �i4-.�C�-O S. �lCT � . OWNER ( ) AUTHORIZED AGENT ( �Y TYPE OF DEVELOPMENT ( ) RESIDENTIAL ( ) MOBILE HOME ( ) SINGLE FAMILY ( ✓r COIrIIKERCIAL ( ) MULTIFAMILY ( ) INDUSTRIAL LOT NO. �� G`� /Cl 9 3 6 -i� .C�d�-' O 2 7 SQUARE FOOTAGE "� / ��d OTHER (IF FINAL BUILDING PERMIT IS OVER 20 SQUARE FEET MORE OR LESS THAN THIS � _ . __ NUMBER,-APELZCh,NT-MUST-ADJUST FE$ PAID ACCORDIAiiGLY.-) _ _ ___- -- _ _ - -- -- _ _ WE CERTIFY THAT THE ABOVE INFORMATION IS TRUE. . DATE �f'�G ��7 APPLICANT �' TITLE Q�-� �-.��p�,�___ Q_���c.�- CERTIFICATION TO CITY/COUNTY OF THIS CERTIFIES THAT SCHOOL FACILITY FEES INIPOSED PURSUANT TO CALIFORNIA GOV. CODE SECTIONS 53080 AND 65970 ( ) $1.0 0 ( !� ) $0.16 PER SQUARE FOOT X l9��d SQUARE FEET = ;��'� PRE-1987 LEGAL AUTHORITY '�'"� /v 3�� FEE OF $ X UNITS = _ HAVE BEEN PAID TO THE DISTRICT FOR THE ABOVE-LISTED PROPERTZES, AND THAT BUILDING PERMITS FOR THIS SQUARE FOOTAGE IN THIS PROPOSED DEVELOPMENT MAY NOW BE ISSUED BY YOUR JURISDICTZON. DATE: Ll �v ^�� TEMECULA UNION SCHOOL DISTRICT BY: +�� � _ � � _,'-''� „L:.� � (Signatur f Au or zed Repr tative) • TITLE: . � ' DEPARTMENT OF BUILDING AND SAFETY � COUNTY OF RIVERSIDE PLAN CORRECTING SHEET Sheet No. � NO r�E: Log No.. �S� ��O Refer to Log Number for any inquiry. This application expires on Date �� / I 2/�7 by County Ordinance 457. \ � JOB LOCATION 4�.� 4 � ���e v�� '�. �1�lcr✓bcL'�o �w, L , �� OWNER CZ!�o�' �✓� _}_. r MAILING ADDRESS _ �j�O ���c�� �S tq �an �"�p�'��Q C'�.�e�- 7y�-3/y33 Please make corrections to plans as listed below. � n �*-- __ ___� ��,���'1'�.� tC�' ',�' / — - - �') Sv�Ur,�,'�Gc..��.-�a�o%� r/ eGen��"/G / o v �,� �S� h D _ , � � r d 1 �1 / r �-� �� �� c Cc'.�-,Gy � � r � D o o �✓� . 3.. G 2,^ ✓� o / 2-- /�eG — !,�m� �a r .�� r"Pt')G � �. J�- �O� wi�vi :_ ,,, /�c._ ��.. `� i .`�- d2/c�i/ � / � !/ � �I LiJ� �--- , . _ f 1 e _. , _ ' :r . --- r(� G�/ Li// !/ �_ e!��I?�i� �l��h Lj G �� �q�'�'lrn �: �i�• .._ _._ �r vH�� \ C f3 O 1J� . (o r` 5 tL t 1,� . / � ''.,., ' G/?�c o,� ..�' �. � i- � n i e� �e(-o r��� ���; � ,..---- � � � nt . ' �\ 9 �s�io L✓ �C�t� , ., !�a �C'//✓' �r - � /O V�h'�i S l�s �/ I c�L O.. '�,,,. ,,,. ��� � ►�a• a ��e s�.�� -�r e� rr�.:� fah . _` � � �T �. � _�..�/eG� p �!C o rn ✓/ ���../ P o C,�+�� �i G//CP �: �2-) F� ��.C.QfJ /,S /- �✓c� C�e�'/ - �(�1^2G�o✓� • _ ` CHECKED BY � � APPROVED BY �7 �7 — 2� �`� 284-209 (Rev. 7/84) J APPLICANT: LOG NUMBER: ��j O � � U ADDRESS: , PLANNING CASE: � ��j � a � occuP�xcY cr�.ss: — 2 JOB SITE: !-�Z,����(/�-��/� �L�/,����a TYPE CONSTRUCTION: �/ # LOTS/UNITS: SQUARE FEET: �j� d - �, ' MITIGATION FEES: # STORIES: DATE: � ! � O � FMA �� USE: ����1�/i!7�/{'l�/` �U�S� r�Gentlemen: Fire Department personnel have completed a review of the plans you submitted to the Building and Safety Dept. Please be advised the following conditions or corrections must be completed and approved by the Riverside County Fire Dept. before a building perm'� can be issued: ' 1/ 1. A check or mone order in the amount of 5207.00 a able to the Riverside Cnt . Y P Y I� Fire Dept with the log number referenced on your remittance. , The Fire Dept. is required to set a minimum fire flow for the remodel or construction of all commercial buildings using the procedure established in Ordinance 546. A fire flow of 0� � GPM for a 2 hour duration at 20 PSI residual operating pressure must be available before any combustible material is placed on the job site. i The required fire flow shall be available from a hydrant, (6"x4"x ) located not less than 25 ft, or more than 165 ft. from any portion of the building as measured along approved vehicular travelways. � A combination of on-site and off-site super fire hydrants, on a looped system, (6"x4"x2-2}") will be required located not less than 25 ft. or more than 165 ft. from any portion of the building as measured along approved vehicular travelways. The required flow shall be available from any ( �--} adjacent hydrant in the system. Please be advised the proposed project may not be feasible since the existing water mains will not meet the required fire flows of GPM. Please check with t appropriate water agency prior to obtaining approval from the Planning Dept. Applicant/developer shall furnish one copy of the water system plans to the Fire Dept. for review. Plans shall conform to fire hydrant types, location and spacina, and, the sytem shall meet the fire flow requirements. Plans shall be signed approved by a registered civil engieer and the local water co. with the following certification: "I certify that the �design of the water system is in accordance with the requirements prescribed by the Riverside County Fire Dept." . Provide written certification from the appropriate water company that hydrant(s) will be installed and will produce the required fire flow. Prior to the issuance of a building permit, the developer shall deposit with the Riverside County Fire Department, a cash sum of $400.00 per unit as mitigation or fire protection impacts . / Prior to the issuance of a building permit, the developer shall deposit with the Riverside County Pire Dept. a cash su� of 25� per sq. ft. as mitigation for fire protection iripacts. � 49 A statement that the building will be automatically fire sprinklered must appear on the Title page of the building plans. � � j 4. 25 �/ Applicant/develoger�shall be responsible to provide or show there exists ditions set forth b the Fire Department. con Y 26 TIi� FOLLOWING CONDITIONS MUST BE MET PRIOR TO OCCUPANCY: �• 1. 12 Install a complete fire sprinkler system. The post indicator valve and Fire Department connection shall be located to the front, (within 50 ft. of a hydrant) , and a minim�un of 25 ft. from the buildings. A statement that the building(s} will be automatically fire sprinklered must be included on the Tit�e page of the building plans. 24 Install a supervised fire alarm system as required by the Uniform Building Code, section 3803 for the sprinkler system. 35 Install a fire alarm system as required by the Uniform Building Code. 33 Certa' designated areas will be required to be maintained as fire lanes. 27 Install portable fire extinguishers as per NFPA, Pamphlet #10. 36 Install a hood duct fire extinguishing systesn. 38 Install a dust collecting syste�n as per the Uniform Building Code, Section 503. 37 Install panic hardware and exit signs as per chapter 33 of the Uniform Building Code. 40 In lieu of fire sprinkler requirements, building(s) must be area separated into 6,000 to 8,000 square foot compartments as per 'section 505 (e) of the Uniform Building Coc1e. OTHER .�f, �r 41 Please contact the Fire Department for a final inspection prior tc� , occupancy. � ��• � 3 Closing ` GEOCON _ � . <: �, ��. ��� �, .� , � � ,, Geotechnical Engire�rs anr - Fnqineeriny Geologists File No. D-2280-W04 April 3, 1987 N.J . Nicholas Partners Post Office Box 1737 � , 610 North Metcalf Street Escondido, California 92025 Attention: i�ir. George 4leir Subject: TEMECULA VALLEY INDUSTRIAL PARK � LOTS 27 AIvD 28 RIVERSIDE COUNTY, CALIFORNIA '`�� PRELIMINARY FOUNDATION RECOMrIENDATIONS Gentlemen: In accordance with the request of Mr. Mike Savaso of Lusardi Constructior. Company, we are submitting herei.n our. preliminary foundation � recommendations for project development. It is our recommendation that � foundations for the proposed tilt-up concrete structt�res may be designed for an allowable soil bearing pressure of 2,500 psf. Foundations should � have a minimum width of 12 inches and a minimum depth of 18 inches below � lo�iest adjacent pad grade. These four.dation recommeitdations will be � verified by the results of our geotechnical investigation currentl} being � performed for the site. A final geotechnical report will be presented ` upon completion of our study. � If there are any que.stions regarding this letter or if we can be of further service, please contact the undersi_gned at your convenience. Very truly yours, GEOCON INCORPORATED w sz�� Wesley Spang RCE 38789 WS:bmc (2) addressee (2) Lusardi Construction Co. Attn: Mr. Mike Savaso 9530 UowdY Unve $an Diego, CA 9?_126-4335 619 695-2880 I + �� . PRELIMINARY SOIL INVESTIGATION PARCELS 2 & 3 OF PARCEL MAP NO. 13542 � RANCHO CALIFORNIA AREA, RIVERSIDE COUNTY, CA. � . Prepared for: Albert C. Martin & Associates 445 S. Figueroa Street Los Angeles, CA 90071 Prepared by: Inland Foundation Engineering, Inc. 1211 W. Acacia Avenue Hemet, CA 92343 � November 15, 1979 � �� � � ' Inland Foundation Engineering, Inc. " ' 1211 West /�cacia llvenue Hemet,CaHfornla 923�3 - (714)652-6859 November 16, 1979 Project No. MQ29-001 Albert C. Martin & Associates ; 445 S. Figueroa Street Los Angeles, CA 90071 Attention: Mr. Larry Markham Re: Preliminary Soil Investigation Parcels 2 & 3 of Parcel Map No. 13542 Rancho California Area Riverside County, California Gentlemen: Presented herewith is a report of our preliminary soil inves�igation per- formed for 'the referenced project. The results of the investigation and the foundation recommendations were discussed with Mr. Larry Markham p'rior to the completion of this report. • '' Generally, the results of our investigation indicated that the proposed , � development is feasible from a geotechnical standpoint, provided that certain remedial measures be taken during construction. These include the removal and recompaction of existing soft and compressible soils within the valley area. Our analysis of the liquifaction potential indicates that liquifaction should not be a significant problem on the ' site during the maximum anticipated earthquake. F�#i An adeguately constructed foundation system consisting of continuous wall "4i,i or isolated square footings founded upon properly recompacted soils should �r; �;f? provide satisfactory support for the propos�d commercial structures. The ��" grading recommendations and settlement calcmlations presented in our report �:' are based upon the assumption that isolated footing loads will not exceed 70 kips. In addition to foundation recommendations, the report includes recommendations for general site grading, lateral soil pressures, concrete +.?!' slabs-on-grade, tentative pavement design, shrinkage and subsidence, and ,�;}; � design criteria for expansive soil areas. The appendices include a brief �'�: description of our sampling and testing procedures, along with field and ;s>>' laboratory te�t data, which were used as a basis for developing the recom- mendations of this report. ;si: �� i; � �P' �I�� ����F�!7 i7,1 PS I_I l f,��'T J� 3 i O�� � _H..H�PJ`;.F."Y'1IE�E t�li I_I�JC�1 �!ISTH t,T ,� ^^� T T �a 9?069 BUILDIhiG �517�+' 6` '�r�l� ���t�� RESS�SPAC 5. r1. I . P Tf=+.`�C $16 . 10 �`���'D� �rlUEh!I DH aLVARAGi� � �T /S�TE/ZIP �.»qp "' ELECTRICNL '�224. 6� ��P'���J�..r-� G A �� _-- ...�,, � ��•��— ,�--� ■' ��`2°µ936-0� �� 1�4� SB PLUMB I NG � , . .. �T'.�'"�+5 3 I'�CELLANEl7US �15 . 25 PHONE� 1���R�M;„'���`ORvE L�T�"��-�R°�"��ONSTRUCT ION COMPAN2 ��7 ��`�� L I h�DA V I STA .'-��T"NY�I`�M��1���� �A 9`��o q 6;�G.INSPECTOR FINAL DATE i�'�'�=00�-�]�J00 ucNc- AFGENG FIRM NAME AODRESS GITViCOMMUNITY/STATE/ZIP � ���I PHONE s FL:JJS EXAt.11NER APPRp'�E�ATE �/11 ��J�/ V i���RG��aREHOUSE-BLGG A TOTAL , zoN Fsa ssa sse Fse ���� FEE • $46 9 . D/ �0 �q �K NG COUDlj EN I COUNTER L.U.T. ZCNE ORD y ,,o T 5 END SiDE �`l� !,_,1, .��/ . � — i �-S l., L�I� 1 . �I� ' � .� 423F3 A�•JEha I OA ALVAR�+DO TEMECULA � CA 92390 J M U L T I P L E P E R M I T FCC CD: 327 TOTF�L FEES �1��+� c�� E3UILDING �,��� 5�gu3g Valuati�n ; Curr 2� - -- '� �1� , Variance Pe�.�iew Fee -`'83 • �� jk of Floors 1 �k oF Bedrooms �k of Rooms PR I MAR''r STRI_ICTUR.E: FCL CD: �?7 [' ; HS� ��Y"OUp : B—�� T�,�pe : �.�-1HR +.. :>.,�_, ��� �e.;c I.J A R E _ .�< il ;�a t a l'? , �0 .�,3 1�_i�t i o n _�i. 6 =a-�t :115'?�� ,�,�ruo=n�;�? !oad S=CLh�IDi-?R`i ST�����T�JRE' : F��C C�� q ij�� � :J �i =,r : ralR. �.�rOUD : 7_� T��P P . _ _ ,� "� e 5r�-Ft �i::�=i ��r��i�panr_�..� Losd O.rRate� '� . ��0 l)a1�Buildinq Feel �� 75S . Oil ELEi�TRICaL TOTAL FE�S ���`'`+� '�� Ser��icP : Amp= �k1 600 �k2 !_l �k� 0 Vol +.:� t7 Fee �20 • �l� 11F20 �q- tt !JAREHS:; f� . 01?5 � Sq- ft Fee �01 . 60 Proce.ssing Fee � • �� � TOTAL FEES $ L� . ��� MECHr1N I CAL F�e � • !7� tlent i lat ion S��stems 0 F�3ns 1 E�aocool�rs O FPP 4. 00 Furnacs : 100K or Less 1 Over 1bOK 0 Floor 0 Space heaters 0 � i��� COMPRESSORS: . 1 - 3h 1 3 . 1 - 15ho 0 15 . 1 - 30hp ll Fee ?0 . 1 - FO�o 0 I]ver SQhp 0 3 n� ` Proce�.� inq Fee TOT�aL FE�S �`-'` � r `� PLU�'1B I N� Fi�� t��re� . Bath Tub 0 Bar Sin4:. 0 Bidpt 0 *� i_�-;h�-r ';�dUED !�hJ P!E`�,T rr'r=iG� �� FILE COPY � f-OHM�84-20d(1-87) . � — � .�' / �,� o ��l`�'�'��,L.F�I�<E i�1��J 15 0 5 7 3 PS �5��'1'��� 3 f �� �� t�l� L I h�lDa l.!I STA ,�T�'t.p"''��"��T�� CA 92069 BUILDINIa REVIEW �3�3 , '� : ����FESS/SPACE,�VEN I Q� ALUARaDO ' BU I LD I NG �5 9�� . 5�{ �,�,�,���,s�TE/ZIP �A 9 2 3 9 0 S. M. I . P T A Y �Z 1 . �=+1 �9 �1 I�R�1 Sc N�NE I�N 5F102 �'2 ELECTR I CAL �161 . 8 i i �'2`493a-00 �`��27 �� SB MECHANICAL $13 . 00 �T'�'��� PLUMS I h�iG $2� . 5'�' .�yF�f�M,(L,F�A�O fC G C PHONE♦ lJJ t 1 !a L�T�'q`{��'i�"""�ONSTRUCTIDN CI�MPAN2 `/�'��7 T�`7s� L I NDA V I STA �ril�"'�'`�"��(�� C A 9 2 0 0 9 � BLDG-INSPECTOR FINAL DA7E i�"l�`��-000-0000 ARC/ENG FlRM NAME LJCNC R ADDRESS GTV/COMMUNITV/STATEi21P � /�CI� PHONE� PLANS EXAMINER APPROVE DATE (_ �r} �/� +_'�f�`�P��,��AREHOUSE-BLDG B TOTAL , �.1 � I���� zoN Fse sse sse ase ��V FEE • i;�r� . I]�'' END SIDE �A \CK NC B.I. COUNTER L.UT. � NE ORD k n I� 4pT S$�I� �� , �-ri� 1 IJ TG i TEMELULA � CA '?239�] 42_- :3 A��EhJIDA ALJAR'r1D0 Q M I� L T I P L E P E R M I T E�UI!_DING TDTAL FEES g3�7 . a3 Ualuati�n : Curr 16263�+ Plan �e�iew Fe� 383 . 83 �k o� Flonr= 1 ;k of Bedrooms ik of RoomS PR I`1AR`t' STRUCTUP.E: ,Ji=i E Grouo : B-� TUoe : !!-1HR �� ��SF� ! 1317��`'';r_r��oanc�,� Load �] f?.atF ;9 . 80 �Jalua' �on 1ci1F6�� �=�:CCNC�AR',' ��TR.UCTURE'`; DP.;c : HI� ? " �� � Grouo : R- � T ,pe � SQ--�t =:.::i=:i �Cri�D,�r'iC�,� L03•� 0 R.� te '� . �a!] l)alu�` i�-,n 1t]66 BUILDING FCC CD: 32? TOTA� FEES $�G�� • `� �k of Floors 1 �k of Sedrooms �k of Rooms PRIMARY STRUCTURE: FCC C0: 327 Desc : Wi�REH'�:-< Grouo : B-2 Ty e : V-1HR 5q-Ft 8160 ncr_upancy Load �J �:ate 19 . 80 Ualuation 161568 SECONCARY STRUCTURES: F�-L �C� `��� Desc : AIR Group : R-3 T�.� e : R Sq-Ft 444 Occupancy Load Q� �ate 2 . 40 ValBuildinq Fee10��590 . 50 ELECTRICpL TOTAL FEES '�161 . 3C Ser�ice : Amps �k1 4170 �k2 0 �k3 Ll '.Ja 1 ts Q Fee 16 . 00 81�0 Sq- }t I,JAREH�?C �al . 0175 ' Pq���ssinq Fee ��3 . O10 r1ECHah!I CAL TOTAL FEES F 1T • �-�- �� i�QhJT I NUED OP�J NE?CT PAGE �� FIL� COPY . 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'� 1 '.'� �i � ��?�'1, Y 45 Co`j �� ' '('a�,�awt.��� 1 0 a, �,'1� �.�;�`� , '` �'o �C '' ;.��U(L 1'�:� � X .11_ � � ` � 22-13 !p�, •-_ r�:�r ► �- �-� �- z° ! � 4�� ' ' r3��'� ' ; , , � . _ , .� 1�ro ra::. r� .13�15?, ����;o ,� �1 , �i``1 �: "� _ r'�-.>>> ,;�c r:. - ��G * ' ' - i ��. , ,� :, , '� ' ' Model 542G Day&�Night ,. �x,� , �,, v, , , AirConditiornnc� ,����'I��71�'�D,���' ' � `, ; � �� , �, � � Sizes 018 thru 060 , NEl�,TtPUIV�PSj� ' � } . �y vs � � .IndianaGohs.IN '�.�4 y i �-�. � �-.��� ' c rk� � !,k ;S , . .. .. . . -, . C�ty ol Induslry.CA � .�, ,�,��, s''i �M'.,.�`i; I . , . . `�', PRELIMWARY PRODUCT DATA RUGGED, EFFICIENT, COMPRESSORS are specifically ,z�; NOTE: Use the information in this publication tor designed for heat pump duty and high energy efficiency preliminary reference only. during heating and cooling operation. Each compressor is hermetically sealed against contamination to help pro- mote longer life and dependable operatiort; and vibration isolated to provide quiet operation. During heating opera- tion,these reliable compressors are designed for continu- ous operation down to extremely cold outdoor tempera- tures. All compressors have internal high-pressure and overcurrent protection. INDOOR BLOWER MOTORS have been carefutly selected to minimize energy consumption and to withstand the heavy-duty, year-round, operation required by heat pumps. These motors are designed to meet the require- � I , ' � ments of a wide variety of residential and commerciaP i • ' applications.. -�' (IIIIIIi DIRECT•DRIVE, PSC, OUTDOOR FAN MOTORS have been � ' �������'''�;' ' ii!I��I� ��"l���1�'��"'���'�I■ III�� II��) selected to help reduce energy consumption. Units are ' ' �' �;,;, �ii; j�! ��'�11p����'��'��I�"; IIII���III��� designed for cooling operation down to 55°F. II�I ��I gUILT-IN RELIABILITY COMPONENTS include a suction- I ��������,�����'�������11 ��IiII��Iii��� tube accumulatorthat keeps liquid refrigerant from reach- ` � 0�111111119�IIIAf11111� �����II���II� � �11�"r"�A�'��"' in the compressor;a low-pressure switch that stops the , � '�'� �iIIII�IIII�� compressor if the refrigerant pressure drops to an unsafe i ' ' 111��p�������'��'M��"� �II���I����I ope�at��9 �����, a crankcase�heater to keep the compres- ��"p'��'��'��,�"�"'� III'II IIII• sor oil warm and free of refri erant for maximum lubricity, �����1��������'��'p�'�p �I) �I� unit�to improve ,startlnfgcoha�acteristics, and�aeun que � r�����l�01����'�"��"1 �II�I metering device to eliminate potential serviceability � requirements of check valves and expansion devices. � ,; UNIT DESIGN—Indoor and outdoor coils are computer- designed for optimum heat transfer. Vertical outdoor fan discharge carries sound and, air,.up and away. The high- . voltage inlet panel is desic�ned to accommodate a field- installed electrical disconnect. A low-voltage terminal blocic simplifies thormostat connections. Refrigerant service connections make checking operating pressures easier. Model 542G is our latest generation of packaged heat TIMEITEMPERATURE DEFROST system is used to pumps for residential and commercial applications. increase heating cycle efficiency. This type of defrost These heat pumps are the result of our firm commitment system has proven to be very reliable. The timeltempera- to the design and development of the finest heat pumps ture conirol "looks" for coil icing conditions only at pre- modem technology can offer. Our cammitment is backed set time intervals, starts the defrost cycle only if the by our advanced engineering, testing, and research labo- defrost thermostat,s�nses icing canditions, and automat- ratories;and our wealth of practical experience. ically ends the defrost cycle when the coil has warmed Model 542G is desic�ned in one basic cabinet size, fea- sufficiently to meli the ice. tures a round side-by-side duct configuralion on sizes 018. WEATHERIZED CABINETS are constructed of heavy-duty, ihru 048. Rectangular duct configuration is available on phosphated, zinc-coated steel; and finished with 060 size only. Voltage options meet most residential and corrosion-resistant, modified alkyd, fade-resistant, baked commercial requirements. Models install easily on a roof- Malibu beic�e enamel. Interior surfaces oi the blower sec- top or a ground-level pad. tion are insulated to help keep the conditioned air from FEATURES being affected by the outdoor ambient temperaiure. FACTORY-ASSEMBL[D PACKAGE is a compact, fully ACCESSORIES self-contained, all-electric, combination heating/cooling SUPPLEMENTAL ELECTRIC HEATERS that mount inside unit that is prewired, prepiped, and precharged for mini- the heat pump blower compartment are available in a vari- ;���„ mum installation expense. ety of KW and voltage options. Form No. PDS 542G.18.1 D DlilnE�VSIONAL DRA1�lING �" � ' � Modei 542G-Sizes 018 thru 060 ' . . � . . , ��r��e ,• •.�7. . 40.03� 'ja„ 4^ ` ...�. . �13.30 � :' s.� � � r � $ �� � e Ni ' P ��Il,�j.�,i�1 j�+IrMx {� ^p�J.�Ja �:'f"n �'S �i' � � �•',� �y`, ��''cromenoa?�'_ „�R �'��� i i�tr���r � �Y,�,}� t� . \ �. , lS���''Y'"�';�����m4^9i��F��^���y�p���7!` � '.l��i annro� � �° I^ s��k�4"iy �� s; ?�;,' i�:�o ayu 4`�„g "`' ,����k��� � � � ,42G REQUIRED CLEARANCE(Inches) A;t��'�,�'�.������,�,s;����r'��'� � L�,����i,,��k�� ,�;��y��w'h��d '�'��� `,�' � Top of unit.................. 48 Dlower access door end.... 30 ���r,,��,� � �{H s�,�,G�" ',' Ducl side of uniL............ 12 [nd opposite blower ���*, , qZ�z � '^"`�� „`����w� �� �rt+r� Compressor access door access end.............. 12 � ��� '����� , ��oy � � � ;� ' y�,��f��n ,�a � �''4' 30 Dottom ot unit above � ����K'�u� �§„�y��',�'���H� «�C�4� ���s�! side ...................... ,. �� � �'�u,�r s h, „� f.� ��,��, � anticipated snow I�yvel ... 6 �iv s'n������ �ti+���rY�S 'sa,v +rrry�yrrr�y i,y 23.54 qA �'�s,���' �",'�"� s�,*K�,�{�4��.;t�MEr;��y<�.`�,�.�}�� NOTE:Provision must be made tor fresh ambient air to reach b�,� tMr�!M I��f�`y�}I�;7 �µ ^� �y�w"rt{���h�{���+��y�l the ouldoor coil without recirculation o(.lhe air from the out- . .. �I�� ��„�y k�t�� �� !�, k� �,�.t,�iq}�+a t�r�� ,;�r�k • door(an discharc�e. � r»,� P'� � S.,i.,, ,�"1�,� ��l�; er{�,'���'P.�"'��s�tih�,�,�,tiN'�Y I �,l� ��� i ��i P rtir� r� G�t,�"t�'r''��J$`..5��° tii"i , I� I_ �� � ' MEETS DOE RESIDENTIAL I�-IO.M13-►1�16.16—� �,�;�. V�CES CONSERVATION SER PROGRAM STANDARDS. � O.BDDIAL.V.EN�RY �91PPLY-AIR SUPP�Y-AIR FiUfRV-AIR SUPPLY-A�R . WTLET INLET, I WTLET INIET - - F+1.56 . ......p6p ONLY 1.10—� r- I �`. �,I���V 31�, F•� � � ?,r. �1i y�,,y�7uw�r ! ;� ' sii i' 1 �!' v�,j 1 r h��� _ � I _�!� � i"'S i 27.07 � .. � .�,.:�' — C 32.00 :- I i i� isoo s.00 -----+-- . T ia.�ri :'. �,. -�- - ,, o�� lJf�ll - �� � —i__ l�.� . r, ' � �� �0.75 L22� J.54.{ -1371 �-1371 ��� 1.96 1.41 1.37 DIA H.V.ENTftY IA.00 DIA TW 2.35 L63 DIA ELF.CTRIGA� � HEATENTR! . � SEE VIEW A VIEW A � 542G DIMENSIONS AND WEIGHTS �I Shipping Sizo C Wt(Ibs) � 018 22.1 323 � 024 'L2.1 329 "' � Oa0 22.1 346 ' � 036 24.5 357 042 29.3 402 � 048 2�J.3 A45 _ . � 060 32.8 4fS4 , � . , � . .. � . ,i , i . ' 'I i � , . , , , i , � . • . � � � ,�,� i.. `. 1 �il , . . . , , , '. ' , . ,. . � � � - . � . . . ,,:�ii. „r4''.� ;I ' . ' ;. � ii i; � .�, ,, �. HP-90 SPECIFICATIONS-MODEL 542G-SIZES 018 THRU 036 542G MODEL SIZE N018 N024 • N030 P030 N036 P036 E036 'Unil Volts-Phase(60Hz) 20E3•230-1 208•230-1 208•230-1 20E3l230-3 20£i•230-1_ ,2001230-3 460-3 �:pperalin Vollage Range 1fS7•253 ifl7•253 1t37-253 1E17-25� �E37-25J 1f37-253 414-506 � Unit Ampacily lor Wire Sizin 1G.3 19.1 21.9 14.G 27.2 18.2 9.0 Minimum Wire Size(AWG)• 12 12 10 14 10 12 14 Tolal Unit Amps. 13.9 1G.2 18.4 12.G 229 15.2 7.75 ` Compressor Rated Load Amps 9.3 11.G 13.9 0.1 17.2 10.1 5.0 �ocked Rolor Am s 50.0 53.0 65.0 53A £12.0 67.5 33.E3 Ouldoor Fan Motor,DD,PSC(FIP) •z� .2� '2� '2� .25 .25 25 Full Load Amps 1.0 1.0 1.0 1.0 1.5 1.5 0.75 Indoor Blower Molor,DD,PSC(HP,&Speeds .33&2 .33&2 .33&2 .33&2 .50&2 .50 R 2 .50&2 Full Load Am s 3.G 3.6 3.5 3.5 4.2 4.5 2.0 Max Branch Circuit Fuse Size(Amps) 25 30 35 35 4� 40 40 . . � . � � . , Raled Coolinc�Capacity<D95°F(Dluh)t 1F3.000 23,400 20,400 2II,400�-, 34,E300 34,800 34,400 S[ERt 9.0 9.0 9.0 9.Q 9.0 9.0 9.0 E[Rt - - (i.2 - f1.2 8.2 Rated Heatin Capacity rr 47°P(dluh)t 19,000 24,000 29,000 29,000 35,000 35,000 35,000 HSPF Minimum-Re ion IV t 6.60 6.40 7.50 7.50 G.00 G.00 6.00 COPfi 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ARI Sound Raling Numbcr1: 7.8 0.0 fS.O i1.0 0.0 8•� 8-0 • t . • - - r - • ' � c Compressor Type Hermelic Compressor Temp 8 Overcurrenl Proteclion Slandard(Inlernal Line[3reak) � Compressor Inlemal Pressure Relief Valve Slandard Compressor Vibration Isolalors Standard Vapor-Tube Accumulator Standard .. Two•Wa •Flow Relric�erant Melerin Device Pislon Low•Pressure Switch Standard CompressorCrankcase Heater Slandard Com ressor Ouick-Slarl Components Slandarci-All Single-Phase Unit Relri erant Service Porls Slandard Heal-Saving Reversing Valve Slandard Time-Temperalure Delrost Syslem Slandard �f " R42 Refric�eranl Amounl(Faclory Chare�e) 7 Ibs•4 oz 7 Ibs-7 oz fi Ibs-0 oz 8 Ibs-3 oz �-:,::' .. . • • : : . - Coil Face Area(Sq FI)-No.Circuits 3.4-3 3.A•3 4.3-4 4.3-4 5.0-4 5.0-4 5.0-4 Wi<Ith x Heic�hl(In.) 25 x 20 25 x 20 31 x 20 31 x 20 31 x 23 �1 x 2� 31 x 23 Rows&FinsPerinch 38.14 3&14 3&14 3�14 a&14 3814 3814 Blower Wheel Diamelr_r x Width(In.) 10 x 6 12 x 6 12 x 6 12 x 6 12 x G 12 x G 12 x 6 Raled Coolin Airtlow(FI'IMin)t 700 900 1125 1125 1350 1350 1350 External Slatic Pressure(In.wc)t 0.10 0.10 0.15 0.13 0.15 0.15 0.15 Condensate Drain Connec,tion(Hose) 3!4 314 314 314 314 314 314 • � • • • . : � Coil Face Area(Sq Ft)-No.Circuils Ei.EI•3 f3.U3 f3.4•4 E3.f3-4 _ 10.3•5 10.3-5 10.�-5 Heighl R Width(In.) 20 x G3 20 x fi3 20 x 63 20 x G3 23 x GS 2�x G3 23 x 63 Rows&FinsPcrinch ?&22 2&ZZ 2R22 2&22 29�2? zR22 2R22 Fan Diameler(In.) 22 2? ?2 22 2? 22 2? � i • Multi•Speed,Direct-Drive Blower Slandard PSC EnergySavint�Olower Motor Standard Computer-Desit�ned Relrig�ranl System Standard Insulaled Dlower Compartment Standard Low-Vollage Terminal Block Slandard *Use only copper wire for field connections to the unit.Wire sizes are based on 60�C copper conductor at 8G°F(30°C)ambienl tem- perature and the ampacity shown in iable.It other ihan GO°C copper conductor is used, if ambient temperature is above 86°F,or if vollac�e drop ot wire exceeds 2"/0 of unit tolal raled voltage, determine wire size irom ampacity shown and the National Electrical Code. tRaled in accordance wilh ARI Standard 240-f31 andlor U.S.Government DOC test procedures. $Rated in accordance with ARI Standard 270-04. � r I . ti _ ' r'�, � , a H P•91 � ::a � , . � -- - . .- . .. . . . . ' BTA118:A19 09/11/06 BTM/eh :t � ;1�`f; �� �����1,: ;`;+�� TABLE 2-53V10. ALTERNATIVE COMPONENT PACKAGES FOR CLiMATE ZONE f10 '� � F R L HR SE FfICES , :C1 � � �r a:i i„ ' � Component PACKAGE �: A B �- D E F ) � OPAQUE ENVELUPE � `; ± Minimum Roof Total R-Value (Rt) / �- ^ F';i !;!� ' 9.52 9.52 12.51 9.50 9.50 12.40 ��ti, M+nimum Opaque Mall Total � � ' ,�; ; R-Value (Rt) (one of the �following): + Neat Capacity [Btu/°F/ft ] . . �?d 0.0-3.99 7,52 7,52 3.00 11.00 11.00 8,50 4.0-9.99 7.50 1.50 3.00 8.70 8.70 �" 10.0-14.99 4,62 4,62 2,30 4,60 4,60 5,30 ' "'� 15,0-19,99 2.10 � t.. 2.30 2.30 1.45 2.60 2.60 i ; 20.0 or more 1.69 1.69 1.20 1.40 l.q� 1.40 . ;� - 1.40 `;7 Minimum SuspenGed Exterior ����:� Floor Total R-value (RL) ;:.�i,,i, ; 9.50 9.50 9.50 9.50 9.50 9.50 �,� ' GLA2ING ;,;�: �( . Maximum Allowed Total Vertical � � �'i�� Glazin ... , , ;.! � g (one of the following); � � � � �,; Shading Coefficient ' ?;I � i.00-o.�z 2ix zix 2ix 22x alx 22z �'i 0.71-0.66 ';;ji:., 25X 25x 25X 30% `- SOX 30X • '''' 0,65-0,56 28x 28Z 28X 31X 52i 31X •- �'�' 0.55-0.36 36X 36i 36X 34X 54I 34S' �������� 0.35-0.01 63X 63X 63X 52x 65S 5�x � See Section 2-5342(b)5, '� ;,�,;;, for overhang equivalents. � ,�3;�j Maximum Allowed HoNzontal Gtazing "''`�' as percent of da lit area ";��' Y �� ,;�� (one of the following): �j �i�, Shading Coefficient ", '� 1.00-0,51 None 6X None None 6X None ! i�i 0.50-0,01 None 12x None None 12x None `'�;i! LIGHTING (Either:) ' ;�I�i Maximum Adjusted 1.50 1.50 1.40 1.50 1.50 `�'! Lighting P�er Density, 1.50 watts per square foot „ I� Daylighting Controls " No Yes No No Yes No ! 'i Required � Programmable Timing No No No No No No � Controls Required � �I,il (or:) ; Maximum Adjusted . t , * + + , Connected Lightin9 � ;, Load, watts ;��� Lighting Control No�e None 0.10 NOne None None ;�ii Reduction Required (W/SF) ,;��j ii; SPACE CONDITIONING SYSTEM (Both Heating and Coolln '�ii 9�) , General .. . ,# ** ** ;�;, Requirements ** •* • i �''I I HVAC Power Criteria (select one of columns I, II, III or IV; II� �any column may be used 1n any Alternative Component Package; see Section 2-5342(e)2, for additional requirements) I II I Fan Wattage Index III Iy , i; Source Heating Power Index 120 20 100 0 4 0 59 60 Source Cooling Power Index ' 69.30 60.30 46,80 62.20 ee ect qn , ' i '• See Section 2-5342(e)1. ,!i ' , i, � 5342 �,� I ' 123. i'! ; � � ,j� �j Ii 3 i ;,4�`�{ . '. �"".�.Ma�'�%JiCrv:yY' �'.hi� I 11�1 t,i�, . . _ . , _ � .. , PAG� 1 RAY CGX MLCHH�ivIt r�l... 4�1�t0.1'L.C-I"� l"E�t1LLULA I�dT c7 �1EChfaNSGF=tL. '�L'", ;�I?�iCT1:.1f�S CLIEP�IT: LUSHRDI 5GN UrFGD, c�,,_zrn�-��:�r� UH�r�,w �/"3/87 �n� �� =8D :L'�iC, r,:�AC� F��FxCil.�xF�7�l L)�.S:C Gl`I�r2� -1 F bUILUIn� l�11=1�T�I��c �i(�-t7"���t Ll�S7.uf�1 I�AF�fHh�l�-f�.��t�=;: LE�IC��I ;�U"I"I}�i0�< i�U"f"L":�";Cir2 �hiDC7��R It�II�uO� HL;I�IIL� CORRECTlU�I MOhl7'H i)R'Y EsLILF:� !nl't"i� 1:�LJ�I� RF_I_. I-IUi+1 DRY BUI_Yi U:[rF FACTOF( f�G•Y �;� �,'=j `:;i i i: r� �'.c::. E���) —i E, J U 1_Y +:�l�`i F'� ,�,i�/ '7� i ].. 1 f� --�� ,F_PTEME+:�i� 1Lr�:� E:,`:.i �;U/ "T`:� —F3. 4�.?� �+ �IJV�����.� I�:� ��.-) Jf 1 j t J .:�J. ��i__ -�:�%�. �' ..:;4. i i �ii r% "7�; c��. i��j UJ I�I � �� GLf�►S� SUf�'iM�=1�t WTiu'TF�T�t i:�l_. :�1-ILi II�T. �HU kOOM GLi=aS�i I�LASS `'i Y E���i U �'F'� ; U F�F=1C"f �'O�FF= �::OEF i=� CUIU�a"i" HE I GH"l` W:[UTH ia 1. 11iy �.. 1.:,<�� i�, F,��s� t�. c:�i�i� l�IEU .. E,, i� 1. C� SHADIhIG L���� ��. i=lhi L. FICu TYPES PI�tC�J' G1=�OJ I�RI],J' i. 1;. c; ��, cj i�. i� RaoF u �a.���i��rar 5u5� _�.Yi�E �FaC"i� RC�.�OF' �It=� CLC� 1 , i�, c=�4,:; 1. Y ES fnJFtLL �' Ft�NF?F=��: T'YPc i=NCl CRI]Ur 1. �:�. �3'•_� f=� PF�F�T. l.J C;LC;. HTG. ?'YGE�a ,`-l�C-r "i�. Ia. "f. U. 1� cj, i�87 j.� j.; ' , f . . . ' . . . !., �x-�*�# �w7Mr�1�.�L;IHL. 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E�IJTI..i").w���i:� "t:�IVE'i_'L'a�� N�R7 TKA;aSF'EC� F�A"fE lW:II�I"fERi 3�4. c: GVERALI_ HE�i" TF�?f:�I�E�.�s�'c:k 'i=F1l�TOF�t ' N.y (WINTEki 4�?��w G CsVE:Rf-l�L �U:C���l''�'st� L:I�lVE:I_.C:l&�'� HEF-i.,_ _�.k�irJ���.k F2�"('E (�Ut�{�+iEFt} �1J4. ;� OVEFtALL H1=(��f "i I�tr=1i�',f:i���i=1 F�-1C�fOii y F'." (�il.1MMER) :�`34. t3 (�1hINUfaL L..CJF'af}`a c t+IL:� f LJ' S} - . , , HEAT I Nu ��. �=> GQOLING 1�,. '�1 :li�i;�IUAL_ F�T"f'� t:_i�IEFtI::iY F�{L::G!��:[rZE�I+'ik":N"1'S (i+�il=t-ftJ' �i) �IT� HEAl'ii�iG �::. .3 SITE COOLINC-; 1i�. � �;I'!'� k_:[Ghl-i":CNL; 1`. 4 ST T� k1�CEl'�+7�IjLE _. ,. _ c:. � 8I'#"F: �F�hi ti. A STTE HO"f �JFaTI�� i�, c �a^shI�lF�al_. ��iCiU�C'L-": �h{�.Fi�Y USt: F.f:i-f]:NI�TF:: (I:Fi�f�lJ/S!'�!. r�"f�. i SUI.JkL.�. HEF-1"f�t!U[J :t��. �i• SQU RC.F.'.. COCJL T NG 7;�. � 5C1UFtCE L I G}-''f::;�If; f3?,. 8 SOURCE F�I�CE(�'f NCLE �,�,. �y SOUFZCE FAi�! �;. F� SOURCE HOT WH�"{�{��t 1. 4• l"OTf�L G?V1�lU(-�?_ ;�Ql.!?��(�=;i= �hE=RG'Y U�E E�i"fTh1F�1TE I`�F�. G• I�1�..1-lJ%S�a�� F=�i. ( iVCITI�� 7. F'.l,�H �- :L<_�. �='?�'•u� F�,F�I-L� ClF �:�GUi�Cr I•._?�Ir C�?L"•"iY i ' � PTM16�:15 R2 8/27/fl6 btm/eh �� � Table 2-53R. ENERGY DUDGETS FOR OFFICES OF THREE OR FE�lER HAQITAf3LE STORICS ' [katu per square foot of conditioned floor area per year] Climate Zone Conditioned Cross-Sectional Area of a Story in Square Feetl 3,750 3,751 5,001 7,501 10,001 15,001 more � , or to to to to - °� �to than less � 5,000 7,500 10,000 15,U00 20,000 20,000— 1 181 144 127 110' 101 93 II9 2 212 175 156 137 127 116 111 ; 162 134 120 10G 100 93 90 �t 167 140 12G 112 105 98 9� --------------------------- 5 171 141 12G 111 104 9Z.. . 93 1 6 204 174 157 140 130 119 11� 7 157 136 125 114 10£3 101 98 8 173 147 134 121 114 106 103 ��� ------------------------------------------------------119-------111 107 ;�. � 9 la4 157 142 127 �,;� 10 206 174 157 140 130 121 11 ;'':'' 11 246 205 183 159 147 133 126 � 190 159 148 137 126 120 ;i;; 12 230 -- ,� ------- , --------------------------------------------------- �i:�� 13 227 191 172 151 140 128 122 ���� 14 252 211 189 166 153 140 133 �� � 15 279 235 � 211 185 171 156 147 1G 228 185 162 139 127 115 108 '�' 1�The budgets for a multi-story building may be met on a total building basis '�i; ;.{, under Section 2-5304(d)2. . . ' i- ; ��'; . . �,.. r`'� ,': � I�, I�:'�i � �i,� I'i'li�� ii�:i . - . , � ;�!1� i!f' �t�;� �;I � � I��� �i:;l �l�b� I''I��I � ,!�:� . ,; ,, �„ �,�i ,, �,,:, ��� .�, ,, � , '`, ��!�,; {.�,i . +; � � �onstruction Assembly Comp(iance Form CF-3 ��--r Z� ��� � T��.��CU L� For En(orcement Agency Use Only Pro�Tect i e ,A��G{,1 . j C�..w�. �'uL S t-'T'�11J �f"" `� "ri�, ��� Z� � ' Documentation AuthoNFirm Date Checkc>d By ate �1��r�� General information 1 Assembly Type and Number. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .JC� 2 Framing Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .�.X,ft'�C 3 Framing Size . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1�lP 4 Framing Spacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N:4 inches , 5 Insulatian in Caviry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �, . . . . . , N A F-h2-hdBtu 6 Etfectivo R-valuo o(Caviry/Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . •?Z F-ft2-hNBtu • � , � , ` - � � l � . �� �- .. �... . _ _ , , , � Sketch of Construction Assembly List of Construction Components A B C D ` � E Wall Speafic HC Weight Heat Col C x Col D Dosaiption R-value (Ib/Il2) (Btu/F-Ib) (Btu/F-sf) � ,� ,� 1 ��7_ �f �tT= t�r _-7Z g c'7 - z z l?. � 2 3 4 5 ' - - 6 7 e Total R-Value w/o(ilms . . . . . . . . . . . . . . .� z Total HC !�� �ri 9 Inside surfaco air(ilm . . . . . . . . . . . . . . . `�� 10 Outside suriaco air filo , , , , , , , , , , , , , , . : � it Total thermal rosistance(R�) . . . . , . , , , , , { � �� t2 U-value(1/Line 11) . . . . . . . . . . . . . . . �-�' �3. Form Revised Septombor 19a6 Page of a: - �;,�,�.,�� %"� Construction Assembly Compliance Fo�rm � CF-3 � , � For Enforcomont Agoncy Uso Only ro�ect itlo / - - - + . ,"' �j/-�!��S/���.J/,��� �'1 �l��' N'7�G`,��`�,'(,Y,�nC � Documontation AuthodFirm �- Dato Chockod By 31� ' Generallnformation 1 Assombly Typo nnd Numbor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ��'��C-� 2 Framing Typo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �S� aFraming Sizo . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21r� 4 Framing Spacing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l(n inchos 5 Insulation in Caviry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � \,00 F-(t2-hdE3tu 6 Etfoctivo R-valuo ot Caviry/Framing'. . . . . . . . . . . . . . . . . . . . . . . . . . . . ���`"r F-ft2-hr/Btu • , I �.. Sketch of Construction Assembly List of Construction Components A D C D E Wall S afic HC wo��nc �ionc coi c x coi o Dosaiption R-valuo (IWIt2) (BtwF-Ib) ' (Btu/F-sl) �1 t �1Z C�Y�Sc> � P.�nA.6�fl - —d ��-E.S 1,7, I b p.Z(v . O-Sa � �- I 1 �ti���u L�,T��j�_� �( .-7 S — — —. - - 3 ��T_�� �`1 � .�'J�`-�7 f,�.-,�?�-�•�''_� D�4 c �r�v C�� .'1.�P O•� 4 .. .. . � , 5 - • 6 � 7 E3 Total R-Valuo w/o(ilms . . . . . . . . . . . . . . �� '�S Total HC � • �� 9 Insido surfaco air(ilm . . . . . . . . . . . . . , �' � �'" 10 Outsido surfaco air filo . . . . . . . . . . . . . . �• �� 11 Total thormal rosistanco(R�) . . . . . . . . . . . ` � • �� 12 U-valuo(1/Lino 11) . . . . . . . . . . . . . . . ^,-�� � Fortn Rovisod Sopromb�r 19(1G Pago af_ 1 . : . : CF-3 onstruction Ass�mbly Comp(iance Form .• �- � For Er�lorcemont Agency Uso Oniy r ' _. .. . `_ - — ---. ro�ect it e / �y " �.,/V! ',.�St�//�1-'�-� /i�'�-1�'/ ( o?r /�ji�'G./,/./l,�.e/G�I C aco Dato Checked By Documentation AuthodFirm , , General lnformation . . . . . . . . . . . �'`_ 1 Assembly Type and Numbor . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . �� 2 Framing Typo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � 3 Framing Sizo . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . /.�u° inches 4 Framing Spacing . . . . . . . . . . . . . . . . . . . . . . . ��,Ti;�r� ZZ.S• .r'vMM r�r.(�' �i o�F-h2-hdBtu�r ��J . . . . . 5 insulation in Cavity . . . . . . . . • • • • • !• •�_•.�� . �F-tt2-hrBw„ 6 Efioctivo R-valuo of Caviry/Framing . �.��?�.T~t'�`. .-. . . . . . . . . . . . . . . . . . . s --- — ��r�lx�'---�/ / f ,l i/ / � . � . — - r� _ -1��1�`-�-- , rj Sketch of Construction Assembly - � List of Construction Components D E A B Wali Spoafic HC r Woight Hoat Col C x Coi D R-valuo ,(Ib/ft2� (8tu/F-Ib) (Btu/F-sf) Doscription �,�,,,,, ,r., , p���i - u P 2 ra�r► tv� -Jl'i�_�>�� �r � t�l�\ h1/� 2 �-\� CL-Il_INC..� ItiJ��_�( <<n-�1� 1�•�7 / .., , CE�� , � �., . qy , i 3 - ; a ti��Z `=�AG� �n �p'� z 5 t=c.��L- � o�a �v L�T� Urv 3,� 1�.O C 6 � 7 �cl�nJ �,c�"y� �; .�.�lu 3c.�`� ro��Hc r�.� µ� 8 Total R-Valuo w/o(ilms . . . . .. .. .. .. .. .. '' . . . - 9 Insido surfaco air film . . . . . '�� ��Z 'y' ,l� � 7_5 '�� 10 Ouuido su�faco air filo . . . . . . . . . . . . . . . �;�, �' -;i,� '. 11 Total thormal rosistanco(Rt) . . . . . . . . . . . .!I�.Z7 ��.� �� .p�(� .0 30 :�;", 12 u-valuo(1/Lino 11) . . . . . . . . . . . . . . . e -�.-� 'f� 7�- � - � _ . , . , r.,r r�,G�„ :;`,� , •Page �f— ;?;� Form Revised Soptombar 1986 ; � - - `� HVAC Power lndices Summary �.orm and Worksheets CF-4 �� 2.� � ��� -r���fr G,�L� For Enforoement Agency Use Only f—� ro�e�t i e � ,���'/�� o �✓l vL �u�� �� x. Documentadon AuthodFirm t Date Checked By Date _' Z, �7(�� Summary Data 1 Condtioned Floor Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . �. . . . . . . . . . �y"� h2 2 Total Fan Watts During Peak Cooling Conditions(from Worksheets below) . . . . . . . . . . . . . . . . . PJy kilowatts 3 Fan Wattage Index(Line 2 x 1000/Line 1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ��•/2� Watts/h� 4 Total HVAC Sys.tem Energy During Poak Cooling Conditions(from Worksheets bc�low) . . . . . . . . . . . �-�O�o2 / kBtu/hr 5 Cooling Power Index(Line 4 x 1000/Uno 1) . . . . . . . . . . . . . . '. . . . . . . . . . . . . . . �O Btu/hr-h2 6 Tota!HVAC Systom Energy During Peak Heating Conditions(from Worlcsheets bc�low) . . . . . . . . . . ..G`�w� kBtuThr 7 Heabng Power Indax(Llne 6 x 1000/Lino 1) . . . . . . . . . . . . . . . . . . . . . . . . . . . .� Btumr-h2 Fan Energy p � E3 C D E F G H I J Brake Horsepowor Motor x Drive Efficiency Peak kilowatts Equipment Conversion Numbor Iviar{c Desaipdon Cooling Heating Cooling Heating Factor Fans Cnoling Hea6ng N � bA"r� �O`-1� .c7�-(r' �PCJSo a 0.746 � .O .cSS� . 0.74& OJ46 0.745 0.746 0.746 0.746 0.746 0.746 Total kilowatts ..Oj�/ •��`'� Heating and Cooling Equipment A B C D E F G H I J Cooling Heating Equipment Design Convorsion Source Oesign Conversion Source Mark Desaip6on Output Efficiency Facwr kBhuhr Output ENidency Factor kBtu/hr � na All Fans From Workshec�t Abow �,lna�, 10.239 r n� a�@239 Z N��-r �vw."r i �?�;t�o �.1� r�,2.r>4 2 7 2Y�''JO .o z . � 'z`f�-Lb �`r. To� �I Toca� 7ya?o � l �„ ,, Form aAvisc3d Soptember 1996 Page ot 11�iandatory Measures.Ghecklist M�-1 � —? ��� /��� f�yy,;rC'�!�!f For EnforcementAgency Uso Only Pro�ect itle �, , i �, ��! � �� ,� � ` � � �//�s�L'17` ';rr�yc-r 7�vL�����lc—� i'� 1,�� W , > Documentation AuthoNFirm , .% � pat� • �-7 Chockod By Date �r'����"( L �f Reforenco in Reference in Construction Cons W ction ' Documonts Documents Envelope Measures � � Photocoll sonsors with a dNusing cover and. . . . . . �� no opaque cover per 2-5319(e)5 , . Certified insulabon matorials por 2-5311(a) . . . . . . .O zo� � � �nufacturers instrvctions provided(or installa6on ��f t._ � ] and calibration per 2-5319(e)6 , . . . . . . . . � � ] Insulation installed to meet flame spread and smoke c� � � proper installaoon of controls includng sensor location, densiry requirements of 2-5311(b) . . . . . . . . . . � �wfication ot inibal calibration and control of luminaires �//� O Urea formaldehyde foam insula6on is installed �/� only within daylit area por 2-5319(e)8 , . . . . . . . r��` por 2-5311(c) . . . . . . . . . . . . . . . . . . . �" � � Vsible or audble malfunction alarms per 2-5319(g) , , ,� ( ] Retrofit insulation specifiod as per 2-5313 . . . . . . . n�� � � Occu anc Sensin Devices (when Air infilVation is minimized by spocification o( p y g - - tested manu(adured doors and windows and propor � applicable) ` sealing and weatherstripping as por 2-5317 , , . . . . , N ( � Flicker froe operabon and no premature lamp �� Lighting System Measures failureper2-5319(e)2 . . . . . . . . . . . . . . . � ( � Time delays to provent undesireable rycling [ ] Certified luminaires/ballasts per 2-5314(b) . . . . . . f���` per 2-5319(e)3 . . . . . . . . . . . . . . . . . . _..J�/�_ [ ] Indepondent control w/enc!osed aroas per 2-5319(a) . . F.f j`�- [ ] Vsible or au�ible malfunction alarms per 2-5319(g) , . /`��' [ ] Manual switching readily accossiblo per 2-5319(b) . , , �Y/_� [ ] Limits on emissions por excep6ons to 2-5319(0) . . . . /`��' [ ) Reducdon of lighdng load to at leastono half per HVAC and Plumbin S stem Measures 2-5319(c). Occupancy sensors or programmable timers � f`� g y meeting CEC aiteria may substitute , , . . . . . . . _ _ _ . . .. � � ' � [ ] Pipinfl insulated as required by 2-5312 . . . . . N � [ ] Separate switching of daylit areas per 2-5319(d) , , . . �•_ ' ' ' [. ] Separato switching of display and valance ligheng � ��� � ] Certified HVAC equipment per 2-5314(a) . . . . . . . . 1"1—1 .> in retail and wholesale stores per 2-5319(h) , . . . . . ,�4.E.C= � � Certified plumbing oquipment per 2-5314(a) . . . . . . N�� ( � Automatic control o(disp!ay lightin in retail �����_ ( � Hea6ng and cooling equipment effidency per 2-5314(b) , Pr�R�� and wholesale stores per 2-5319(h� . . . . . . . . . [ ] Tandem wiring of one-and threo-lamp luminairos � ] Pilotloss ignition of gas appliances per 2-5314(c) , , . . �� per 2-5319(i). . . . . . . . . . . . . . . . . . . . . l� � ] Automatic controls(or oH-hours per 2-5315(a)1 . . . . ��" Daylighting and Lumen Nlaintenance � � Thermostatsetpointrequirementsper2-5315(a) . . . . -,��I COr1tr01S (when applicable) [ � SequenGal cantrol of heatinc�and 000ling per 2-5315(a)3 , i�.� �� [ J Uni(ormly illumination reduction to one-half [ ] Automatic exhaust fan dampers pet 2-5316(b) . . . . . � �" per 2-5319(e)1 . . . . . . . . . . . . . . . . . . . � � � 'mermostat controls for oach zon�per 2-5315(b) , , . �� � [ ] Flicker free operation and no prematuro lamp(ailure �Y el_ ( � Ventilation provided por 2-5316 and 2-5343 . , , . . . ,�-�_� � per 2-5319(e)2 . . . . . . . . . . . . . . . . . . �"C rL ( ] Time delays to provent undesirable cyding � , [ ) Heatcars(or domestic hot wator and/or pools per 2-5318 , /'� I� per 2-5319(e)3 . . . . . . . . . . . . . . . . . . i`��'� [ ] Stap switching devioes with separation beNveen ;� onloff sottings per 2-5319(e)4 . . . . . . . . . . . . . ��t�' Form Revised Septembar 19t36 Page of � �+o't �GSf1'"�r'P✓ . ��� �'-� ,�1�'��' 3/z sf�s � , /.:i''.'�.-),,i'_'',c� j,C;r��.%'r����,�/!_/'�' �'GG'�• ��C'" = � F �,L � � ��=/'�'� 1�,�,;<�� .�t/I �.� - STiaTic p,3?�.��uz�. �,�/j � ,t�=-�(='%G/,�;r�'�c.- , .� . ,)`�;L /-. , -- -----------, �"('t 1� — `,���_r'7 %.�' l�'�?�, � O � c..�''-� /�il��� r ' C_ C.6�J��,-'.. �ii.;%C.e�'"�.rt�'' File No . D-2280-JO1 May 14, 1981 TABLE II (Continued) Test Date Location & Elevation Dry Dfns . MoaTtuW� Reof�maX. &Remarks No. 1981 ft p � 1 96 _ 7 F-S FG 206 1/13 See Site Plan 1�22 123 ' 8 7 6 98 . 1 F-5 FG 207 1/13 See Site Plan 1022 125 . 6 $ 2 91 � F-S 208 1/13 See Site Plan 1082 117 .4 � 4 90 . 8 F-S 209 1/13 See Site Plan 1034 116 . 2 $ 5 94. 0 F-g FG 210 1/13 See Site Plan 1083 120 . 0 7 . 2 94 4 g-5 FG 211 1/13 See Site Plan 1022 120. 9 7 S 91 2 g-5 FG 212 1/13 See Site Plan 1022 116 . 7 7 S 90 . 8 F-S FG 213 1/13 See Site Plan 1022 116 . 2 6 � 95 . 4 F-5 FG 214 1/13 See Site Plan 1022 122 • 1 9 S 90 6 F-5 215 1/13 See Site Plan 1068 116 . 0 6 4 90 . 3 F-S 216 1/13 See Site Plan 1060 115 . 6 9 6 94 2 F-2 217 1/14 See Site Plan 1031 108 .4 90 2 F-2 10.0 21g 1/14 See Site Plan 1034 103 . 8 11. 1 93 . 0 F-2 FG 219 1/16 See Site Plan 1040 107 . 0 93 � F-2 FG 9 . 6 220 1/16 See Site Plan 1055 107 • 8 96 . 0 F-S FG 12. 7 221 1/16 See Site Plan 1028 122• 9 91 . 5 F-5 FG 9 . 0 222 1/17 See Site Plan 1066 117 . 1 90 9 F-S 223 1/17 See Site Plan 1082 116 . 3 9 . 6 f�; . -13- , GEOCON ;,. i N C O R P O R A T E D File No . D-2280-J01 May 14, 1981 TABLE III Summar of Laborator Ex ansion Test Results Expansion (+) Moisture Content or Before After Test Test Dry Settlement(-) Density Surcharge Sample Depth ,�o p�f % pcf No. Description ft %-- �- F-1 Gray-brown, well 8 . 3 19 . 7 118 . 1 -0 . 1 150 graded Silty SAND F_2 Dark gray, Clayey 14. 2 25 . 3 103 . 1 +3 . 3 150 Sandy SILT F-3 Dark brown, Silty, 14 . 0 24 . 8 106 . 9 +4. 3 150 fine to medium Sandy CLAY 15 . 6 27 . 2 101 . 7 +5 .4 150 F-4 Darlc gray to black, - Silty CLAY F-S Medium gray, slight- 9 .4 17 . 1 115 .4 +1 . 9 150 ly Clayey Silty SAND -14- - GEOCON , � < <„� . �„� .,�; � : ,,� � . . _ ,� ; Certificate of Comp(iance �Part 1 of 2j CF-1 . „ „ GQ�`Z 7 . BG�G � /FM�Gf�Grh For En(orcoment Agency Use Only ro��ct � a ' � � E�l � ����Y �T",� � Projc�ct ArchitocVEnginoor 8uilding Pormit Numbor � . `?��M�G(�G�4 Project Locaoon Plan Chockod�y � Dato �ri1F_r'_uL� � � • Cltylfown imato ono � io �uc o y aio �"v M �--VLS�/yW Z � 1`7'( �s1 Signnmro nnd � ' Dacumontauon/luthor Dato Ro7istralion Stamp npproyod Oy Daro Prescriptive Approach/Performance Performance Approach � Approach Strategy � tnerpy Dudflet • General 1 CEC Occupnncy�7y{w . . . . . . . . . 1 CEC Occupancy Typo . �..QC�1.�.�)�����G� 2 UDC Occupnnty Group/Division . , . . . 2 U�C Occupancy Group/Division . . . . . Z g 4 Condtionod Floor Aron . . , . . . . . h2 3 Packago Seloctod . , . , . . . . . . . �N�Q 4 Dudgot Tnblo . . . . . . . . . . . . . � 4 Gross Cond6onod Floor Aroa . . . . . . 4 4 y h2 5 Allo�4od Enorgy Qucigot(WS-tA) . . . . k�tulyr-h� � Roof and Floors Calculated Annunl Cnorfly Conaumptlon � ' S Proposod{�ool/Coiling f1�(Cf--2.Cf'-9) . , hr-f'-(t2/Otu G /lpprovod Cniculalion Mothad , . . , , . 6 {lequirod Roo(/Coiling R�(CF-2) . , . , , hr-�-ft2/�tu 7 C[C Dosignation , . . . . . . . . . . - - 7 Proposod Extorior Flaor R�(CF-?,CI'-9) , hr-F-ft2/[3tu 0 Multiplior. . . . . . . . . . . . . . . , 9 Roquirod[xtorior Floor R�(CF-2) , , . , hr-F-It2/Dtu Cetimeted[nerfly Use , Welta 9 Hoating . . . . . . . . . . . . . . . k(3tu/yr-h'- 9 Proposod Opuquo Wall R�(C�-2;CI"-�) . ... - hr-F-It2lUtu� 10 Cooling . . . . . . . . . . . . . . . kBtulyr-h= . 10 Wall Hont Capadry(CF-3) . . . . . . . F3tu1F-(t2 it Fans . . . . . . . . . . . . . . . . . kDtu/yr-ft'- , 11 Roquirod Opaquo Wn�l R�(CF-2) . . . . hr-I"-tt2/Dtu 12 ' Lights . . . . . . . . . . . . . . . . kBtulyr-It2 ' Giaxinq In We11s 13 Miscallanoous Equipmont , , . . . . , kDtu/yr-It2 l2 Exrorior Wall Aroa(CF-2) , , . . . , . , ft2 14 Total . . . . . . . . . . . . . . . k�tulyr-It2 19 Total Glazing Aroa(Cf-2) . , . . . . . (t2 15 Ad.Total Enorc�y Uso(line 0 x lino 14) , , ` kBtu/yr-h2 14 Proposod Total Porcont(Lino 13/Lino 12) , %. 15 Avorago 7otal SC(CF-2) . . . . , . , , . Compliance Statement ' ' 1G AllowodTotal Glazing Porcont . . , , . % 17 Wost[xtorior Wnll Aroa C�2 , , , ��� Cenerel. Tho proposod building roprosontod in this sot o( complianco � ) • • documontation is consistont with tho othor complianoo lorms and tU Wost Glazin9 llraa(Cf'-2) , , , , , , , (t2 workshoots, with lho plans and spocilications nnd with any oUier 19 Pro osod Wost Porcont CF-2 , , , � calculntions or oomputor runs submittod with this pormit appiicauon. P � ) • • . Parlormance Approach. (whon applicablo) Tho ener9Y porformance 20 /lvorago Wost SC(CF-2) , , , , , , , , ostimato proseniod on this lorm was calcvlatod using the approvod 21 Allowod Wost Glazing Porcont . . . , , a� calculation moU�od indicatod nbovo and with tho CEC ostablished tixod and rosVictod onc�ineoring inputs for tho upplicablo climato �one and Glaxlnq In Roof(CF-6) Proposod Allowod occupancy rypo. 22 Skyli9ht 1 , , , . . , , , ft? Preacrlptiva Approach. (whon applicablo) The proposod buldng has beon dosignod to moot tho requiromants o( tho Altornativo Component 2� Skylight 2 . , , , , , , . (t2 Package indi atod abovo lor tl�o appropriato occupnncy rype and climate 24 Skyfight� . . . . . . . . (t2 zone 25 Skylight 4 , , , , , ' , (t2 � 2G Skylight 5 . . . . . . . . ft2 Q O�C� 27 Skylight s , , , , , , , , k (Z � 1 i 2o s�yr�nt� . . . . . . . . n= �c,4 P� i ��o - - � s►�n�nc a . . . . . . . . r 4,``� � �� 1�`�l C.A�l� Llflhtlnfl � . Company ��r�`, �0 Proposod Adjustod LPD(CF-5) , , . , , ��G� s/ft2 �-,�, 91 Allowod LPD(CF-5) . . . . . . . . . . �a s/(t2 � - 'S HVAC . . Addross 92 Porlormanco Sot Soloctod , , , , , , , � '� � I 6� ,� i / �q7�,. � 3� Proposod I'an Wanac�o Indox(C�-4) , . , �tt�{� /�O � '�'` C..� ' , 94 Allowod Pan Wnttago Indox , , . , , , , Wat t�7 � ( � �� C S ��3 ` ' 35 Proposed Cooling Power lndox(CF-4) , , Dtuhl(t TF �FT�I�H� Calil.Liconso Numbor �G 1111owad Cooling Powor Indox . . . . . . �tuh/(t2 �7 P►oposod Hoating Powor Indox(CF-4) , . Dtuh/R� �0 Allowod Hoatin9 Powor Indox , , , , . , Dtuh/It� � _ . . � ,� �-� Certificate o�f Compliance (Part 2 of�2) � CF-1 •S , /_ �� �J�� ��g�� 7--��J���� � For Enforoomont Agoncy Uso Only Cro�t Tiile - - T-o r-t F� �s r-F� �,�.'f (_'n X l`���J��'9C_ � Documontauon AuthodFirm Dato 10C y ��� z��� �87 Doth parts ono and two o( this Cortificato ol Complianco must bo includod with oach buildng pormit npplication (or tho abovo noted building and nppoar on tho plans submittod lor approval. Tho buildin9 lozturos and roquiromonts roprosontod on lho Curtilicato ol Complianrn aro adoquato to achievc complianca with tho socond gunorapon nonrosidontial onorgy standards (or tho buitding roloroncod abovo. Tho building foaturos und roquirements aro also adaquato lor any subsequont altorations,modifications or nddiuons to!ho building. . • - Dealflner One ' Dealflner Three Name(Prinq Namo(Print) . ; Title/Company Namo i �/ ompany amu , Addross • '� /lddross , : Signnturo Dato Signaturo Dato Enlorcement Aqency Signaturo ato n orcoment ponry ipnature ato . . � ' .. . � �.. . . �,�4: � `De�IflnerTwo '� .�• _� De�ItinerFour . . � . Name(Print) • NFuno(Prinq - - Title/Company Name i e/ ompany ame Address Addross Signature Duto Signaturo Oata Enforoement Aganry Si9nnNro Dete -n acemunt puncy iflnature ate Owner Enioroemsnt Aflency .. ;:.' Name(Pnnq Name(Prinq Title/Company Namo • TitleJAgoncy , Address , Address. . '`, SignaNre . Dato ��' � , • ,,� r . ' � `. � -� '� ' ' � �i '' i, � Form Ftovisotl Septomhor 1'J(lG - •�`*f�: F,3L�7 v`�� S s�w,�t.._�ti` �Z"� '��-!7c»-`=-p:. 'r.lo �"'�P`►J� .i.t��k�.,��+'vl�'�%t !iv ��L J� ��� . (aT i•N�� ��r��.�3��iz�i�:� C��.+�.��P��w��� c,u�LL ��. i>Zvv�c A-i Tw��_ � � - -- �7-��.�� �.�-,f�ov���-=-✓'l. . ; Cer��f�cate of Comp(�ance ��zrt 10� �� CF-1 , G�1 Z� BG�G"� �� /�MEG(JGr°t For[n(orcomont Agoncy Uso Only �ra�uct i c� ,, • V . / .( n I� J F�« YN'Y �S ,��F-� ,t'l.:�I,RJ '��~��� bu����.''+�..1lY�.���G��.+f-�; Y..0 Pl � f c> 3i��;U7Ci ProjoctArchitocVEnginoor Ouilding Pormit Ntlmbo;����,�,.,� ,,;.;�C.t G�VD.,SUIr�,r+ � : T�M��14 ;str� c!eco, c�' �::isi! Projoct Lxacion Plan Chockod Oy � Dam `i'�r�1 Er' v G.l� I o Ciryfl�own unaw 2ono • -�u �uc u y aw Tr�M F-1�1�5�-�/Y(� 3 �r� ���`7 Signaturo nnd _ , ..,_, ., . � .1.. n Documonultion nuthor Dato (logisVation.,tamp A�proyod Dy Oato I Prescriptive Approachlf'crform�nce f�crform�ncc Approach Approach Strategy . [nerdy Dudpat �— • Gcnernl 1 CECOccupnncy�Typo , , , ��V`���','�;�� �` ` 'G�G 1 C[C Occupancy 7ypo , �.QCN,�1�a�O�IG� 2 UDC Occupnncy Group/Oivision , , , , . ��L 2 UDC Occupancy Group/Division , , , . . Z g 4 Condlionod iloor Aron . , . . . . . . „..'-�4�/ It= �"J Packago Soloctod . . . . . . . . . . . ,N,� 4 Dud�ot Tnblo . . . . . . . . . . . . . Z_S�IZ 4 Gross CondUonod Floor Aro1 . , . , , , ��4 _ ft' S Allos,trod Gnor9Y Duclgat(WS-1A) , , , , , Z�Co kDtuyr-ft� �. �toof and Floors Calculnted Annual Cnerfly Coneumptlon 5 Proposod Iloo!/Cniling il�(CF-2,CF-�) , , ��Z hr-F-R-/Dtu G Approvod Cniculation Mothod , , , , , , Sc M G Floc�uirod RooVCoilinc� R�(CI"-2) . . . , , 1JA hr-f--1t'IOtu 7 CCC Dosignation , . . . . . , , , , . ,L�oU2 - - 7 Proposod[xtorioc floor R�(CF-?,Cf"-�) , , IJA hr-F-ft2/Dlv 0 MulGplior. . . . . . . . . . . . . . . �� , ff Roquirod Cxtorior I-loor R�(CF-?) . , , , N�. hr-F-It2/�tu E�timuted Enertiy Uae Walle 9 Hoalinh . . . . . . . . . . . . . . . J�y kOtu/yr,(t'- - - 9 Proposod Op�quo Wall R�(CI"-2;CI"-�J , , �r hr-�-ft�/�tv.� 10 Coollnh . . . . . . . . . . . . . . . 1i•:� kOtutyr-It= . 10 w�t Nooc ca��Gry�cr--�� . . . . . . . 1�•Co Dtu/F-(t2 11 Fans . . . . . . . . . . . . . . . . . S,(n k�tu/yr-It= , 11 Roc�uirod Opaquo Wnll Fl�(CP-?) . . . . ._/�lA hr-F-ft2/Dtu 12 ' Llghts . . . . . . . . . . . . . . . . �`=»•�kDtu/yr-It'- ' Ciezinti In Wella 1� Miscollanoous [quipmont . . . , , , , , l��G kDtu/yr•It= 12 Extorior Wall Aroa(C�-2) , , , , , , , , � � (t2 14 7ota1 , , , , , , , , , , , , , , , , , L(�.S kOtulyr-It= 1� 7otal Glazing Aroa(CF-?) , , , , , , , ��� It? 15 Ad.Total[nor�y Uso(lino 0 x lino 14) , , Znl. k�tuyr-tt2 14 ProposodTot�11 Porcont(Lino 13/Lino 12)', r�� % ,� A�o�,�oToc�sc�cr--�� . . . . . . . . ,, (oq Compliance St�tement " " iG Allowod7otal Glazin� f'orrnnt , , , , , �lA, % 17 wo��r_x�o�o�wnn n�a1�cr—�) , , , , , -a ��2 General. Tho proposod buildin9 roprosontod in this sot ol compGanco documontation is consistont with tho o�hor complianco lorms and tII Wost Glaxin9 Aron(Cf'-2) , , , , , , , -6' ft= workshoot9, with tho pinns 1nd spocilicltions and with nny oU�or 19 Proposod Wost Porcont(C�-2) , , , , , /,4 •� catculntions or oom�utor runs subrniriud wi�i Viis�rmit npplicauon. --�— . Parlormance Approach. (whon applicablo) llio onorgy porlormanco '_0 Avarago Wost SC(CF-2) , , , , , , , , /Yf� ostimnto �xosoniod on d�is lorm wns calcti�atod using the appro�od 21 Allowod Wnst Glarin9 Porcont , , , , , , 1,//� %, ca�culation rnoUiod indicatod nbovo and wi�h tho CCC ostablishc�d lixod nnd rostridod onc�inoorin� inputs for tho npplicablo dimato zono and Ginxinfl In Roo((CF-G) f'roposod /111owod occupancy rypo. 22 SkyGght 1 , , , , , , , , pr ��� (�ra�crlptiva npproech. (whon nppli�bto) Tho proposod buldng has bcon dosignod to moot'tho roq[iiromonis of tho Allomauvo Componont 29 Skyli�ht 2 , , , , , , , , (t� Pnckago indicatod abovo lor U�o nppropriato occupancy rypo and chmnro 24 Skylight� . . . . . . . . ft2 zone � - , , . ?5 Skylight 4 . . . . . � . R� � � �� 2G Sky6�ht5 , , . , . , , , It2 �� sxyu�nc c . . . . . . . . n� egp F ESs� . _ 20 Skyli9ht 7 . . . . . . . . It2 � ,/�� � , -�l /V 1 � s�yn�n�Q . . . . . . . . r �,¢� Q�P� � `�� ufl►,t��� ,�� `� � 1�IF' , GA�l._ �0 Proposod Adustod LPD(CF-5) . . , , , , 0 r�a �GVat s/k2 Company �n'; �l AtlowodlPO(CF-S) . . . . . . . . . . '�•�a :/!t2 �fl �"n� _, _ S HVAC . . nddross 32 Porlortnanco Sot Solocrod , , , , , , , � �., �CJ� � � ' I � � �� Proposod Pnn Wannc�o Indox(CP-4) . . .. O�/� �j��{� � ��O Ci(��af� ' \,. �4 Allowod�:vi Wntta�o Indox . . . . . . . �,SZ Wat t�J �` �Q C S ��3 1 35 Proposod Coolin�Powcr Indox(Cf'-4) , , , �.O Dtuh/ft- T� 01=7��.-� Calil.Licnnso Numbor �G Allowad Cooling Powor Ind�x , , ; , , , �l_,�.��•=, Dtuhllt' • 97 f'roposod Hontinc�Po�vor Indox(CP-4J , , ,'a�I�(� OtuhNt' �J� Allownd Hoatin�F'ownr Indox . , , , . , !���'J ntuh/ft' / � �. ;� Certificate o�f Compliance� �Part 2 or�2� � CF-1 � �/� ���� `�g�� T�_������� For[nforcomont Agonry Uso Only ro�ect 1�lit c� `T-o r-r F.� �SI-�� �A`f �a l`��ECf��Jl�9L , '� Documontation AuthodFirm Oat��l 7 l� � 1OC y a1Q Doth parfs ono and two o! this Conificato ol Complianco must bo includod with oach buildng pormit application (or tho abovo noled buildin�and apponr on trio plans submittod lor approval. 7ho buitdin9 lonturos nnd roquiromants roprosontod on tho Cunihcato ol Com�lianrn vo adoquato to achicve complinnco with tho socond gunorauon nonrosidontial onorgy standards for 1ho budding roloroncod abovo. Tho building loaturos nnd roquirements aro , also adequnto lor uny subsequont altorations,modilicaGons or uddiuons to tho buildinq. . - - Dealflner One ' Dealflner Three Namo{Nrinq - Namo(Prinq . TiUo/Company Nnmo i u/ ompany amo = Addross , nddross Signuturo Dato Signaluro Oato EnlorcementAqency Signaturo aw , -n orcomant poncy iflnawro ato DesiflnerTwo � .�• .:� pe�lflne►Four ' , 1 Namo(Prinq Namo(Print) - - - TiUelCompany Nnmo i ci/ ompany amu Addross Addross Signature Dnto Slgnaturo Date Enforcement Agoncy Signnturo pQ� -n acemunt puncy iflnuwre aio �n�* Enforoemsnt Aflency .. Namo(Prinq Name(Prinq . Tiqe/Compnny Namo • 7itlWAgoncy Addrass . . Address. • SignaNre Dnto ' ���, .. .. .. . ' � Form Rovisod Septomhor t'J(]G � . .: ' a����•����•���•�# S��i •x•���•�x��•��;�•�•�-��� a��•�•�a�•�-x� !�.l�i��Fl�Y Ai�IfiLY�,:[� �'I�li)F_L �x•��-x:�r�-# -!��t• I:�i�.�Vl�l_i:]1=jI�J? 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WESI" /I�I�!�"I'HWC��i"I" . . . e . . . . � . . . . o ,� � � . . . . . . . f�•J L�QES T'ri:[�i :B�':��.�J:C I�il� NFIV� W I l�iLi1�W (�iV��H�tNC.��� � , . , . . . . � . . , � ,. . � � . • . I�IL� T�OFS 1-MT.E, F�tJ:f.i_r)Ii�G H�VF W]:I�l170b� a:t�l:_—i=il�Iti . . • • • • . . . � � - • . . . . . . . NC� i'+IF:CH�h17CFaL t����?a ��I_�'CTk.L�Fit_. 34•i(-#*�3f�#ih'/r��?E df�if��ii��DF-DF aE�iF-1f�iF�?f•id••Y�#•N• F�F�i ET� {-a�F-1�; .:[�1�� E'_���.'���.0�'.i.iC Y` . . . . �. . o „ . . o ,. � � . e . . . . . . . w � � . . e e . e . . . . .� f�A i E� CC�Gi_ThJ�.� �=!=!1 . w � a . a . o . . , a a . . . . . . . . . . . . e . � . .. � . o . . . . . . . . . . �a WAT�!=? HE�R-�-�:`�'t _;_''d�='F . . . . . . . . . . . . . . . . . . cLc�-i K1(_: � . . � . . , . . . . . . ,. . � . . o „ d . . o . .�., SI�E�.;IF-1L FCA`fUF'�c> �������*•*a��•�-���•� ��f-lYL:L�.�f-!"f T.1�lG �� ; RA'ff=:L�:L?�.��i � . . . . , . . . ,. � . . . � � � o . . . . . . . . . . o . . . . . w . . . �IU SGI_AI� �n��aTEi� I-�C=FaT7:N�=i wYt�l"E.Ir � � o . . . . . . . e . d � . � • • a • • • • • • • � • • • . � . . NU , File No . D-2280-JO1 � May 14, 1981 TABLE I Summarv of Laboratory ComAaction Test Results A. S .T.M. D1557-78 Max. Dry Opti�um p Density Moisture Sallole Description Pcf '/o dry wt. F-1 Gray-brown, well graded, Silty 132 . 0 7 . 9 SAND F-2 Dark gray, Clayey Sandy SILT 115 . 1 13 . 6 F-3 Dark brown, Silty, fine to 119 .4 13 . 6 medium Sandy CLAY F-4 Dark gray to black, Silty CLAY 114. 0 15 .0 F-5 Medium gray, slightly Clayey, 128 . 0 9 .4 Silty SAND g-2 Brown, slightly Sandy Silty CLAY 120. 5 15 .0 B-3 Brown, slightly Silty CLAY 130 . 0 10 . 0 TP-1 Red-brown, slightly Sandy SILT 125 :0 10 . 5 TP-2 Brown, slightly Sandy SILT 127 . 0 12 . 0 TP-4 Light brown� fine to medium SAND 107 . 0 17 .0 TP-6 Brown, Clayey Sandy SILT 126 . 0 13 . 0 -5- GEOCON 1 N C O R P O R A 2 F D File No. D-2280-JO1 � May 14, 1981 � TABLE II Summary of Field Density Test Results Test Date Location & Elevation Dry Dens . Moisture Rel.Comp . Soil Type No . 1980 FPPr. P�f '/a dry �at. '/o of max. & Remarks 1 10/16 See Site Plan 1014 101 . 9 19 .4 88. 5 F-2 2 10/16 See Site Plan 1015 103 . 9 14. 7 90 . 3 �-2 3 10/16 See Site Plan 1014 101. 6 18 .5 88 . 2 F-2 4 10/17 See Site Plan 1014 116 . 1 16 . 6 96 . 4 B-2 S 10/17 See Site Plan 1014 103 .0 15 . 8 93 • 9 F-2 6 10/17 See Site Plan 1014 106 .4 15 . 5 92. 5 F-2 7 10/20 See Site Plan 1014 114. 3 17 . 6 90 . 7 TP-6 8 10/20 See Site Plan 1015 107 . 3 15 . 8 93 . 1 F-2 9 10/20 See Site Plan 1014 108. 8 17 . 1 90. 3 B-2 10 10/21 See Site Plan 1015 101. 2 19 . 6 95 . 6 TP-4 11 10/21 See Site Plan 1015 100 . 6 �.h .4 94. 0 TP-4 12 10/22 See Site Plan 1016 110. 9 16. 0 91. 0 B-2 13 10/22 See Site Plan 1015 113 . 5 14. 9 90. 1 TP-6 14 10/22 See Site Plan 1015 103 . 8 15 . 1 97 . 0 TP-4 15 10/22 See Site Plan 1016 110. 9 14. 9 96 .4 F-2 16 10/22 See Site Plan 1016 103 . 8 12 . 9 90 . 2 F-2 17 10/23 See Site Plan 1016 110 . 9 14. 8 92 . 0 B-2 18 10/23 See Site Plan 1017 108.4 14. 3 90 . 0 B-2 19 10/24 See Site Plan 1016 108 .4 12 . 6 94. 2 F-2 20 10/24 See Site Plan 1016 107 . 1 14. 7 93 . 0 F-2 21 10/27 See Site Plan 1013 102 . 2 11 . 6 95 . 6 TP-4 22 10/27 See Site Plan 1014 106 . 5 10. 0 92 . 5 F-2 - 23 10/27 See Site Plan 1013 106. 0 11. 0 92. 1 F-2 24 10/27 See Site Plan 1013 112. 2 16. 9 93 . 1 B-2 25 10/27 See Site Plan 1014 106. 5 15 . 0 92 . 6 F-2 26 10/28 $ee Site Plan 1014 106. 0 15 . 7 . 92. 1 F-2 27 10/28 See Site Plan 1015 105. 0 . 16 .0 91 . 2 F-2 -6- GEocoN I N C O R P (1 R A T F. [� File No . D-2280-JO1 May 14, 1981 TABLE II (Continued) Test Date Location & Elevation Dry Dens . Moisture Rel . Comp . Soil Type No. 1980 ft pcf % dry wt . % of max. & Remarks 28 10/28 See Site Plan 1015 99 . 7 15 . 5 93 . 7 TP-4 29 10/28 See Site Plan 1015 92 . 6 13 . 0 91 . 2 TP-4 30 10/28 See Site Plan 1015 104. 6 14 . 7 90 . 9 F-2 31 10/28 See Site Plan 1015 92 . 5 16. 1 91 . 1 TP-4 32 10/28 See Site Plan 1016 105 . 5 12 . 5 91 . 7 F-2 33 10/2B See Site Plan 1016 104 . 3 13. 0 90 . 6 F-2 34 10/29 See Site Plan 1016 106. 3 11 . 6 92 . 3 F-2 35 10/29 See Site Plan 1016 110.0 13 . 2 91 . 3 B-2 36 10/29 See Site Plan 1016 104.4 12 . 9 90 . 7 F-2 37 10/29 See Site Plan 1016 109 . 0 15 . 0 90 . 4 B-2 38 10/29 See Site Plan 1016 109 .4 14. 6 90 . 7 B-2 39 10/29 See Site Plan 1016 98 . 3 15 . 0 91. � TP-4 40 10/29 See Site Plan 1017 115 . 2 10. 9 90. 7 TP-2 41 10/29 See Site Plan 1017 117 . 1 10 . 5 92 • 2 TP-2 42 10/29 See Site Plan 1017 106. 3 15 . 0 . 92 . 3 F-2 43 10/29 See Site Plan 1017 106.4 12. 6 92 . 1 F-2 44 10/29 See Site Plan 1013 108 . 3 13 . 3 94 . 1 F-2 45 10/29 See .Site Plan 1010 113 . 0 13 . 6 93 . 3 B-2 46 10/29 See Site Plan 1016 99 . 8 25 . 0 87 . 5 F-4 47 10/30 See Site Plan 1013 111. 6 12 . 6 92. 6 � B-2 4S 10/30 See Site Plan 1013 110. 3 12 . 4 91 . 5 B-2 49 10/30 See Site Plan 1015 108 . 7 13 . 2 91 . 1 F-3 50 10/30 See Site Plan 1012 106 . 0 10 . 3 92 . 1 F-2 S1 10/30 See Site Plan 1012 107 . 8 11 . 5 90. 3 F-3 52 10/30 See Site Plan 1012 112 . 3 11 . 9 94. 3 F-3 53 10/30 See Site Plan 1012 107 . 6 10 . 9 90 . 1 F-3 +i 54 10/31 See Site Plan 1013 110. 8 15 . 9 92 . 8 F-3 �, ;;, 55 10/31 See Site Plan 1014 111 . 9 15. 4 93 . 1 F-3 �� 56 10/31 See Site Plan 1013 99 .2 17 .4 92. 7 TP-4 i> �s 57 10/31 See Site Plan 1014 108 . 0 15 . 7 90. 4 F-3 -7- `� GEOCON S'; {T'. ] N C O R P O R A T E P File No . D-2280-JOl � May 14 , 1981 TABLE II (Continued) Test Date Location & Elevation Dry Dens . Moisture Re1 . Comn. Soil Type No. 1980 ft pcf '/o dry wt . '/o of max. & Remarks . 58 10/31 See Site Plan 1014 108 .0 15 . 7 90 .4 F-3 59 10/31 See Site Plan 1014 107 . 6 15 .6 90 . 1 F-3 60 10/31 See Site Plan 1012 97 .0 14.9 90 . 7 TP-4 61 10/31 See Site Plan 1012 99 . 3 16 . 7 92. 8 TP-4 62 11/3 See Site Plan 1015 100 . 6 15 .4 92 . 7 F-3 63 11/3 See Site Plan 1016 107 . 3 14.4 90 . 0 F-3 64 11/3 See Site Plan 1015 110. 7 15 . 0 90 . 7 F-3 65 11/3 See Site Plan 1016 105 . 7 13 . 8 91 . 8 F-2 66 11/3 See Site Plan 1013 99 . 3 14. 3 92 . 8 TP-4 67 11/3 See Site Plan 1015 103 . 8 13 . 1 90 . 2 F-2 68 11/3 See Site Plan 1014 111. 3 14. 7 93 . 2 F-3 69 11/4 See Site Plan 1015 110 .5 17 . 6 91 . 7 F-2 70 11/4 See Site Plan 1016 86. 5 30. 7 75 . 8 F-4 71 11/4 Retest ��l 1014 105. 9 1; .0 91. 9 F-2 72 11/4 Retest ��3 1014 103.5 16. 5 90 . 0 F-2 73 11/6 See Site Plan 1012 106 . 1 17 . 6 93 . 1 F-4 74 11/6 See Site Plan 1012 103 .8 15 . 2 91. 1 F-4 75 11/6 See Site Plan 1014 109 . 7 15 . 5 91 . 9 F-3 76 11/6 See Site Plan 1016 97 . 2 17 . 6 90 . 8 TP-4 77 11/6 See Site Plan 1016 104. 6 15 . 7 91 . 7 F-4 78 11/6 See Site Plan . 1015 104. 7 15 . 3 93 . 5 TP-6 79 11/6 See Site Plan 1016 117 . 8 15 . 6 93 .5 TP-6 80 11/6 See Site Plan 1012 110. 1 14. 7 92. 2 F-3 81 11/6 See Site Plan 101?_ 103 . 5 14.4 90 . 3 F-4 32 11/7 See Site Plan 1013 116 . 2 14. 8 92. 2 TP-6 83 11/7 See Site Plan 1013 106. 5 16 .0 92 . 3 F-2 84 11/7 See Site Plan 1013 107 . 7 14. 0 90 . 2 F-3 85 11/7 See Site Plan 1012 114.4 13 . 3 90 . 8 TP-6 86 11/7 See Site Plan 1013 108. 0 14. 5 - 90. 5 F-3 87 11/7 See Site Plan 1015 106 . 1 , 14. 0 92. 1 F-2 -8- GEOCON i N C O R P O R A T E D File No. D-2280-JO1 May 14, 1981 TABLE II (Continued) Test Date Location & Elevation Dry Dens . Moisture Re1 . Comp . Soil Type No• 1980 ft pcf % dry wt . % of max. & Remarks 88 11/10 See Site Plan 1013 100. 0 14. 9 93 . 5 TP-4 89 11/10 See Site Plan 1014 104. 7 13 • s 9� • 9 F-2 90 11/10 See Site Plan 1015 114. 8 12 . 8 91 . 8 TP-1 91 11/10 See Site Plan 1015 103 . 7 15 . 0 90 . 1 F-2 92 11/10 See Site Plan 1016 119 . 8 11 . 9 92 . 1 B-3 93 11/10 See Site Plan 1017 116. 9 11 . 5 90 .0 B-3 ,, 94 11/10 See Site Plan 1015 108. 9 12. 7 91 . 2 F-3 95 11/10 See Site Plan 1017 109 . 5 12.4 91 . 7 F-3 96 11/10 See Site Plan 1017 108 . 0 12. 6 90 . 5 F-3 97 11/12 See Site Plan 1019 117 . 0 9 . 8 90 . 0 B-3 98 11/12 See Site Plan 1017 107 .8 13 . 9 90 . 3 F-3 99 11/12 See Site Plan 1019 122.3 9 . 3 92 . 7 F-1 100 11/12 See Site Plan 1016 96. 9 15 . 9 90. 6 TP-4 101 11/13 See Site Plan 1013 105 . 6 14. 3 92 . 6 F-4 102 11/13 See Site Plan 1015 108. 2 14. 6 90 . 6 F-3 103 11/13 See Site Plan 1015 107 . 7 14. 0 90 . 2 F-3 104 11/14 See Site Plan 1014 112 . 6 13 . 1 90 . 0 TP-1 105 11/14 See Site Plan 1014 119 . 1 10. 1 90 . 2 F-1 106 11/14 See Site Plan 1015 120. 2 9 . 7 91 . 1 F-1 107 11/14 See Site Plan 1014 108 . 0 14. 9 90 .4 F-3 108 11/17 See Site Plan 1014 103 . 6 15 . 1 90. 8 F-4 109 11/17 See Site Plan 1014 103 . 8 14. 5 91 . 1 F-4 110 11/17 See Site Plan 1014 106 . 3 14. 8 93 . 2 F-4 111 11/17 See Site Plan � 1014 103 . 6 15 . 7 91 .0 F-3 112 11/17 See Site Plan 1014 106 . 2 14. 9 93 . 2 F-4 113 11/17 �ee Site Plari 1015 107 . 0 15 .4 93 . 9 F-4 . 114 11/17 See Site Plan 1016 121. 3 8. 1 91. 9 F-1 115 11/17 See Site Plan 1016 124. 9 8. 6 94. 6 F-1 116 11/17 See Site Plan 1017 122. 5 8. 9 92. 8 F-1 117 11/18 See Site Plan 1017 121. 8 9 . 3 92. 3 F-1 -9- GEOCON ' ' 1 N C O R P C> A A T k: D File No. D-2280-JO1 May 14, 1981 TABLE II (Continued) Test Date Location & Elevation Dry Dens . Moisture Re1 . Comp . Soil Type No. 1980 ft pcf '/e dry wt . '/o of max. & Remarks 118 11/18 See Site Plan 1015 104. 6 15 . 1 91 . 8 F-4 119 11/18 See Site Plan 1015 111 . 7 14. 8 93 . 5 F-3 120 11/18 See Site Plan 1015 103 . 1 15 . 6 90 . 5 F-4 121 11/19 See Site Plan 1016 103 . 9 16. 2 91 . 1 F-4 122 11/19 See Site Plan 1015 107 .4 14. 6 90 . 0 F-3 123 11/19 See Site Plan 1017 107 . 3 12• 8 93 • 2 F-2 124 11/19 See Site Plan 1017 109 . 3 15 . 0 91 . 5 F-3 125 11/19 See Site Plan 1018 106 . 0 14. 3 92 . 1 F-2 126 11/19 See Site Plan 1017 114. 1 9 . 2 91 . 3 TP-1 127 11/19 See Site Plan 1018 115 . 2 8 . 9 92 . 2 TP-1 128 11/19 See Site Plan 1017 117 . 1 8. 5 91 . 5 F-5 129 11/19 See Site Plan 1017 115 . 9 8. 7 90 . 6 F-5 130 11/19 See Site Plan 1019 115 . 8 9 . 2 90 . 5 F-S 131 11/19 See Site Plan 1018 114. 8 °. 9 90.4 TP-2 132 11/20 See Site Plan 1017 109. 6 11 . 9 90 • 9 B-2 133 11/20 See Site Plan 1019 111. 2 11 . 6 92 . 3 B-2 134 11/20 See Site Plan 1020 109 . 6 10.4 91 . 0 B-2 135 11/20 See Site Plan 1020 110. 2 10 . 5 91 . 5 B-2 136 11/20 See Site Plan 1020 116 . 5 10. 1 93 . 2 TP-1 137 11/24 See Site Plan 1018 111. 6 11 . 0 93 . 5 F-3 138 11/24 See Site Plan 1019 111 . 3 12 . 7 93 . 2 F-3 139 11/24 See Site Plan 1020 115 . 6 12. 2 96 . 4 F-3 140 11/25 See Site Plan 1017 115 . 6 9 .4 90 . 3 F-S 141 11/25 See Site Plan 1020 119 . 9 9 . 0 93 . 7 F-S 142 12/1 See Site Plan 1020 111 . 8 10. 1 93 . 6 F-3 143 12/1 See Site Plan 1020 111 . 9 11. 1 93 . 7 F-3 144 12/1 See Site Plan 1020 110 . 1 11 . 3 92. 2 F-3 145 12/1 See Site Plan 1016 116 . 6 10 . 3 91 . 1 F-5 146 12/1 See Site Plan 1013 115 . 3 9 . 5 � 90 . 1 F-5 147 12/2 See Site Plan 1019 115 . 7 8 . 9 90.4 F-5 -10- GEOCON I N C O R F' O R A T E D File No . D-2280-JO1 � �ay 14, 1981 � TABLE II (Continued) Test Date Location & Elevation Dry Dens . Moisture Rel . Com� . Soil Type No. 1980 ft pcf '/a dry wt . % of max. & Remarks 148 12/2 See Site Plan 1018 120. 7 8 . 2 94. 3 F-5 149 12/3 See Site Plan 1019 116 .4 8 . 9 90 . 9 F-5 150 12/3 See Site Plan 1019 114. 0 9 . 7 95 .4 F-3 151 12/10 See Site Plan 1022 112 . 0 8. 7 93 . 8 F-3 FG 152 12/12 See Site Plan 1020 113 . 9 13 .0 95 . 4 F-3 153 12/12 See Site Plan 1019 1212 11.4 94. 7 F-5 154 12/12 See Site Plan 1019 117 . 8 10. 8 92 . 0 F-S 155 12/16 See Site Plan 1017 118 . 7 9 . 5 92 . 7 F-5 156 12/16 See Site Plan 1018 115 .7 9 . 1 90 .4 F-S 157 12/16 See Site Plan 1017 108 . 9 9 . 9 91. 2 F-3 158 12/16 See Site Plan 1019 117 . 7 9 . 8 91 . 9 F-S 159 12/16 See Site Plan 1018 115 . 9 8 . 6 90 . 6 F-S 160 12/17 See Site Plan 1018 116 . 5 7 . 8 91 . 0 F-5 161 12/19 See Site Plan 1020 116 .1 7 . 7 90 . 7 F-5 162 12/19 See Site Plan 1019 116 . 9 8 . 9 91. 3 F-S 163 12/22 See Site Plan 1017 116 . 2 8 . 6 90 . 8 F-5 164 12/22 See Site Plan 1017 116. 6 8 . 2 91. 1 F-5 165 12/22 See Site Plan 1017 117 . 6 9 . 7 91 . 9 F-5 166 12/24 See Site Plan 1056 118 . 1 11 . 4 93 . 0 TP-2 167 12/24 See Site Plan 1053 119 . 3 10 .6 93 . 2 F-5 168 12/24 See Site Plan 1060 119 . 1 11. 2 93 . 0 F-5 169 12/24 See Site Plan 1062 121. 3 10. 1 94. 8 F-5 170 12/24 See Site Plan 1064 120. 1 8 . 6 93 . 3 F-5 1981 171 1/S See Site Plan 1056 108. 9 14 . 9 91. 3 F-3 172 1/S See Site Plan 1058 117 . 1 9 . 9 91 . 5 F-5 173 1/5 See Site Plan 1076 119 . 7 8.0 93 . 5 F-S 174 1/S See Site Plan 1078 116. 9 8. 3 91. 3 F-S 175 1/5 See Site Plan 1080 112.4 8. 5 91 . 7 F-5 -11- GEOCON 1 N C O R P O R A T E D . � File No . D-2280-JOl May 14, 1981 � TABLE II (Continued) Test Date Location & Elevation Dry Dens . Moisture Re1 . Comp . Soil Type No. 1981 ft pcf % dry wt . '/o of max. & Remarks 176 1/S See Site Plan 1061 118 . 0 8 . 1 92 . 9 F-S 177 1/6 See Site Plan 1063 118 . 1 8. 7 92. 2 F-5 178 1/6 See Site Plan 1065 117 . 5 9 • 6 91 • 8 F'S 179 1/6 See Site Plan 1060 120 . 6 11 . 1 94. 2 F-5 ' 180 1/6 See Site Plan 1064 118. 5 12. 0 92 . 6 F-5 181 1/7 See Site Plan 1062 121. 7 9 . 1 93 . 6 B-3 182 1/7 See Site Plan 1066 120.0 8. 6 93 . 7 F-5 183 1/7 See Site Plan 1056 119 .0 9 . 3 93 . 0 F-S 184 1/7 See Site Plan 1058 116. 9 8. 0 91 . 3 F-5 1$S 1/� See Site Plan 1066 120 . 1 10. 8 93 . 8 F-S 186 1/8 See Site Plan 1068 119. 5 11. 1 93 . 4 F-5 187 1/� See Site Plan 1068 122. 5 9 . 9 95 . 7 F-S 188 1/12 See Site Plan 1020 117 . 0 7 . 9 91 . 4 F-5 FG 189 1/12 See Site Plan 1019 113 . 2 7 . 8 92 . 3 F-5 FG � 190 1/12 See Site Plan 1019 121. 3 7 . 5 94. 8 F-5 FG 191 1/12 See Site Plan 1019 118. 3 8. 3 92.4 F-S FG 192 1/12 See Site Plan 1019 122. 7 8 . 0 95 . 8 F-S FG 193 1/12 See Site Plan 1019 113 .4 7 . 3 90. 7 TP-1FG 194 1/12 See Site Plan 1021 119 . 9 8. 8 93 . 6 F-5 FG . 195 1/12 See Site Plan 1021 118. 7 9 . 2 92 . 7 F-S FG 196 1/12 See Site Plan 1021 118 . 5 8. 6 92 . 6 F-S FG 197 1/12 See Site Plan 1021 127 . 4 6 . 7 99 . 5 F-S FG 198 1/12 See Site Plan 1021 124. 1 2. 5 95 . 5 B-2 FG 199 1/12 See Site Plan 1021 118. 1 10 . 3 92. 3 F-5 FG 200 1/12 See Site Plan 1020 125 . 2 8 . 1 97 . 9 F-5 FG 201 1/12 See Site Plan 1020 119 . 9 8 .4 93 . 7 F-S I'G 202 1/12 See Site Plan 1020 118. 6 7 . 3 91 . 2 B-3 FG 203 1/12 See Site Plan 1020 117 . 4 6 . 6 90. 3 B-3 FG ' 204 1/12 5ee Site Plan 1020 120 . 2 8 . 7 - 93 . 9 F-5 FG 205 1/12 See Site Plan 1020 117 . 1 10 . 5 91 . 5 F-S FG -12- GEOCON I N C (1 R i' O R A T F i) • - =_�==s-__--_�� �='r �-'-= �� - � ����_ � ===3====���=.:3�=: a--�_ - �� _ .. .. ���� ��� �� ���� �� ��Y � � _ �----�=---�=�-�-- --a ==3�=== ��_== - �=�=3 ��?:_ .. �----------- -- - - ------- -----� --� -� � -- --- - -- - -- --- ---�- ----�---��--�- --�----_�-�-�-�--�- »--� ---�-----�-- - - -- ---- ------- --- ---- ---� ����..�....�a•����•��7e��. .�..���9•��•�3��e...�eee_� ----------_ --------------=--------- ������������i����������■ ����������� iiGGD�Gi�G�i�i ��<����ii�Wt�������V�������tii��l�V��V�����V � ���a��u::.�+«+.++ �s�i�y�•��e��i-�.w������asy�:as� •� • ��—������' ��_^�_ ���T ,�;,�� ����3 ����_��---��'--�= �_��_-_---�--�-_-� • �s=�_T����-���.������ra�-� ��3s • _ - _.� __.---_�_, �__ � �_��_� _s==o_====o== ���—�==---==a====��_=�- _�a • . :�?��_-- - ------ -�__-_-_=�==�==ya=--=�____-_== ������.ja --'_ =a�saw wyNia+i • =:YJ�3lO '_ -- �a__— � • �a���—���=±_�9—��a�������� • � �,»���_ �5��—^._^_ —� =�= � �_��?�—�?���T�� • ����� ���� ��_������3= ��� ��� ���� ������������� �������������� ��������'J' �T ��1��^�� �^����������"�� ����Z��� ��������_3�������������������_ �_�S��3������ • �������������������������������_����� ������������ • �� ������ �� • == =======�=�===E_======��=�===3==����=3===== - --=�=-=-------=----===W=----=--_---------- _�' ' . _=-�---- - -------------------------- -- ---�== -=- . ----�--�-�-�-------�===�======�=====��-_-�==��==�� � �---�^---�---------- z�3 �3 �������������������������������������� ��� ��� � . ����.�•.��������������.�������..��������.�.��.�����. . ...�•....�......���.............�.........�.. .��.. • .............................................� ...■ ��������►�s���������������������������������■��_���■ - ■u������►������ut�����a��������u�u����� ■��ss� . -__�������_�����y�����m����������siiw_�n�s � � -�L i "'� ��Si� ��_-��.�-�-T --� zv����-�+�-��—,�,a�a�—-�--•T> >�����._.��,��e��s�ss�a ��=i��3��3�.?=��� �_� ��=�'������3� --- v n_-x_ s_��=—� —��--a--- =___E_��_��__�?�_������_3_==�=�__�_�3 _ �=�cc� -a= __-�----_ --��=r— ___�____�-- --=�---_�==��_�____�@=��--====��J �� ��������� �_�� ��-- �� � �� ��� � ��'__ '���=_� � ��_ � �'� ���_� ���� �'�_���� ���_L�T��������s a- -'�a=�-�_-,_�_�»��� ��_ �_--�'� �_-_ �'--`-..�.��_�_�_ __-_����- �_____-���_^�__ ____�_ -- ___- _ _ _ _��_-__ _ ____-_ �� ��Z_�������T ��� ����_�� �����--�� �������._�� ������ �������� ����������������� � ������:����_������ ������������� ������ ����� ����������������_����� ������������������ ���l��������������������������������� ������������� �� �������������������������������������������� ������������l��s����������������������������������� � ����������������������i��������������������������� /������������������������������������������������� ������������������������������������������7�������� �1 �������������\l������������������������������������ ������i�������\���������������������������L������� ��������i��������������/��������������■�■��\������■ ■■�������■■�����\\■■����1■���������������������/�■ ___- __-���_�_�--_-- --- -- ---� f r w EXPANSION TEST SUMM1�tY Initial Initial Final Dry Moisture Moisture gample Depth DensitY Content Content Surcharge • Expansion (ft.) (P•c.f.) �) ��) �P•s.f.) �) Boring No. 1 4.0 107_0 15.0 23.0 144 5.7 Boring No. 1 4.0 101.7 10.7 28.3 144 7.7 Boring No. 1 4.0 106.9 12.4 24.0 144 8_4 Boring No. 1 4.0 101.3 12.0 26.6 144 7.7 Boring No. 2 0-3 100.9 9.3 25.0 144 4.1 Boring No_ 2 0-3 102.8 10.3 24.1 144 5.0 Boring No. 2 0-3 101.5 11.9 24.8 144 4.8 Test Pit No. 4 2-5.5 91.2 15.5 30.9 144 1.0 i f Project No. M029-001 Figure No. B-9 �.� D��g��� �oB �o ����o 0 0 �� SHEET NO�p''"r� OF SCALE , (g79)223-2426 CALCULATED BY DATE 3274 ROSECRANS ST. SAN DIEGO,CA 92110 CHECKED BY DATE � '' �� �' i ��' ' ��: : ' - � ... � � ..�., , ��, '�. :........ ....'...... ....:....._..... / .... ..........,. ........ ...,. .:. ._. ,. : .. . . R � . , , ., - �. . ��.�: : „ �� . ,���. :............ ;,._... . .....�� ._. . : . .._ . .. . .. . . � ...:.... ........ ..:............. .. .... �.._- --' �� : .. ....:.. ._..._...�. ,-_.... . , FnOTING ���occ �'� FOnrltiG P�c:oe k�, , _ ___. D= 11.13 KIF=: Ii= I1.�12 �:1FS L= 1�,:�5 kIP'� .. 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CONSULTANTS IN THE APPL[ED EARTH SCIENCES EO�O D GEOLOGiSTS � ENCINEERS AN I N C O R P O R A T E D File No. D-2280-JOl May 14, 1981 P.H. Lusardi Construction Company 1570 Linda Vista Drive San Marcos , California 92069 Attention: Mr. Bruce Keeton Subject: Temecula Valley Industrial Park Temecula, California TESTING AND OBSERVATION SERVICES DURING GR.ADING OPERATIONS FINAL REPORT OF WORK THROUGH JANUARY 17 , 1981 Gentlemen: In accordance with your authorization, our firm has performed testing and observation services during grading operations on the subject project. These services included: a. The engineering observation of the grading operations including observation of the removal and/or processing of loose topsoils and alluvial materials encountered; b . The taking of field density tests in the fill placed and', compacted within the subject site; and c . The performance of laboratory tests on typical samples to ascertain pertinent physical. properties . Site preparation, compaction and testing were performed between October 15 , 1980 and January 17 , 1981. Grading operations were performed in accordance with the Preliminary Soil Investigation for the site prepared by Inland Foundation Engineering Company, Incorporated of Hemet , California. Their report was dated � November 16, 1979 and their project number is �4029-001. Grading commenced with the removal of organics and other debris from the area to be graded. Areas to receive fill which con- tained loose topsoils and/or alluvium were then overexcavated in accordance with the recommendations of the referenced soil investigation. The bott�m of the overexcavated area was then ■ 6645 CONVOY COURT • SAN DIEGO, CALIFORNIA 92111 • PHONE (714) 292-5100 File No. D-2280-JO1 May 14, 1981 � scarified and recompacted. Fill derived from the aforementioned overexcavation operations and/or onsite cutting operations were placed in compacted layers . The fill placed was tested in ac- cordance with ASTM Compaction Test D-1557-74. The in-place density tests indicated relative compaction of 90 percent or greater. The grading on the site has been essentially completed with respect to the project grading plan and the recommendations contained in the referenced Preliminary Soils Investigation. It is our recommendation that the structural design of founda- tions for the site conform with the recommendations of the referenced report. These recommendations indicate a minimum width of continuous footing of 12 inches and a minimum depth of 18 inches below adjacent pad elevation. An allowable bearing capacity of 1, 000 pounds per square foot is also recommended. This value may be increased by 1/3 for transient loads . Structural reinforcement should be performed by project structural engineers , however , under no circumstances should the reinforcement of continuous footings be less than one No . 4 bar placed at the top and bottom of such footings . Lateral loads may be resisted by a combination of friction acting at the base of slabs or foundations and passive earth pressures. A coefficient of friction of 0. 36 between soil and concrete may be used with dead load forces only. A passive earth pressure of 225 pounds per cubic foot per foot of depth may be used for the size of footings which are poured against recompacted soil or dense native soil. Passive earth pressure should be ignored within the upper one foot except where con- fined as beneath a floor slab, for example. Concrete slabs-on-grade should possess a nominal thickness of four inches and be reinforced with at least 6x6-10/10 welded wire mesh. In areas containing moisture sensitive floor covering, the installation of six mil visqueen beneath the sand is also recommended. Due to the relatively large areas of concrete slabs-on-grade anticipated for the project, the slabs should be poured independently of foundations . In ad- dition, the use of weakened plane joints or saw joints should also be utilized to control cracking. The near-surface soils possess a low expansive potential. The site should be properly fine graded to divert water away from structures and into controlled drainage facilities . -2- GEOCON I N C U R f'n R A 7' F, D Fil� yo . D-2280-JO1 May 14, 1981 � This report covers only work performed between the subject dates . Any subsequent grading should bTheeservmces�provided our testing and observation services. on the site during the subject period were in accordance with the local acceptable standards for this period. The conclusions and opinions from our services apply only to our work with respect to grading and represent conditions at the date of the conclusion of our services . No further warranty is given or implied. Tables I, II, and III present a summary of laboratory and field tests utilized by our firm. A Site Plan indicating the general configuration and location of the project is also included. The locations of in-place density tests are con- tained on grading plans available at our office . V y truly yours , GE OIV INCORPORATED J s . Likins R 17030 J L:mics copies : (6) addressee -3- GEOCON � 1 N C O R P O R A T E D ` . File �o . D-228� 'O1 Mav 14 , 1981 � D� � 42 R� C` �O 3 p• /00' N SGALE C� /� F / / � 's , � �' �� � � z N � � �. c� � m 'p . � � uo' � �D• J' � 9�- 9� el F�� � a � � 0� / �+ �S' ����'C'S' `�, �`o `� ��T�y G< � �` �. q � q ��O , rtt�-� o or N s�9 ` 'Qo � o 0 a •� �� �� a �oae � o� c � � '� Co/i(olniO \ T � O' \ ^� V1CINITY MAP No Scale y . �'r �� SITE PLAN TEtiECULA VALL�Y INDUSTRIAL PARK � Temecula, California FIGURE 1 GE O C4N , I NCORP OI-�,ATE D PAGE 4 GEOCON 1 N C O R P O R A T E U ' � Boring No. 5 Stress K.S.F. i Sandy silt, fine, brown, dry � � � to moist. � � I ' Silt, slightly sandy with trace ' � �f, clay, wet. � . 10 - - f � _ t S Silty sand, fine to medium, � _ brown, wet to saturated. I ' � ` I � � w � „�� 20 ---- ------ t Silty sand, fine, dark brown. i � wet. x ' � � a A �� ; Silty sand, fine to medium, ; � dark gray-brown, saturated. 30 - - �-- — ------�----- ----�---- . � � � ' ! ' Silty sand, fine, gray, saturate . � Silty clay, gray, wet. 40 . . -- - - • - - Average Earthquake Induced Stresses -�- - - - - Stresses Inducing Liquifaction Inland Foundation Engineering� ��iC. •Prelitninary Soil Investigation Hemet,California P�cels 2 & 3 of Parcel Map No. 13542 Rancho California Area DATE PROJECT NO. FIGURE NO. Riverside County, California November 1979 M029-001 C-6 � � APPENDIX B LABORATORY TESTING Representative undisturbed and bulk soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the relative compaction of the existing natural soil and the general engineering classifications of the soils across the site. This testing was per- formed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics test- ing. This testing included direct shear, consolidation and expansion testing and was performed in order to provide a means of developing specific design recommendations based on the strength and settlement characteristics of the soil. . � CLASSIFICATION AND COMPACTION TESTING � Unit weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs (Figure Nos. A-2 through A-6.) Maximum Densitp Determinations: Representative soil types were selected for maximum density determinations. This testing was per- formed in accordance with the ASTM Standard D1557-70-method C. The results of this testing are present�d graphically on Figure Nos. B-3 and B-4. The maximum.densities are compared �to the field densities of the soil in order to determine the existing relative compaction to the soil. ' This is shown on the Boring Logs and is useful in estimating the strength and compressibility of the soil: �lassification Testing: Eleven soil samples were selected for class- ification testing. This testing consists of inechanical grain size analyses and Atterberg Limits determinations. These provide informa- tion for developing classifications- for the soil �in accordance with the Unified Classification System. This classification system cate- gorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. The results of this testing are presented on Figure Nos. B-5 through B-8. ' B-1 Inland foundation Engineering,lnc. SOIL MECHANICS TESTING � Expansion Testing: Three samples were selected for expansion testinq. Testing consists of compacting one inch thick test specimens using a specified compactive effort to a density and moisture content corres- ponding to approximately 50 percent saturation. The rest specimens were then subjected to a surcharge of 144 pounds per square foot (1 p.s.i.) and allowed to come to equilibrium at which point they were inundated with distilled water. The linear expansion was measured by means of a dial indicator. After a minimum period of 24 hours when the expansion process was complete the sample was removed and � dried in the oven in order to determine its f inal moisture content. The results of this testing are shown on Figure B-9. Direct Shear Testing: Ztao samples were selected for direct shear test- ing. This testing measures the shear strength of the soil under various . normal pressures and is used in developing parameters for foundation design and lateral design. Testinq was perfoxmed using recompacted and undisturbed test specimens which were saturated for a minimum of 24 hours prior to testing. Testing was performed using a strain con- trolled test apparatus with normal pressures ranging from 375 to 3215 pounds per square foot. The results of this testing are shown on Figure Nos. B-10 through B-11. � Consolidation Testing: Three undisturbed specfinens were selected for consolidation testing in order to observe the load settlement character- I istics of the soil. Testing was performed by carefully trimming one- inch thick test specimens and placing them into fixed ring consolido- meters. The consolidometers were sealed in order to retain the natural moisture content of the specimens. Normal pressures ranging from 325 to 20,800 pounds per square foot were then applied progressively and the settlement under each load measured by means of a dial indicator. , The settlement under each load was allowed to reach a rate of 0.02 �percent per hour prior to the application of the next load. Samples were saturated during the test at a preselected load in order to observe the potential for saturation .collapse. The results of our consolidation testing are presented on Figure Nos. B-12 through B-14. . 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���!mn�mr�en��ammnmo�nr ����nnimnnmmnmo��am���i����i�����mmnnm�em�mu���u�r�������mmmm��nnm��rimiumm��o� r■����tmmmrme����mus�rim�m�������nrmmmm�ammn��mi������n�e�uummm�nwmu�u�mnam�ani� nmmuommua�ne��m�mnem�u��rC����mnummnrtm���mnam���i������rmnmrmiani�m��mo�an�c�� , �������mmnuronmam�e�mm�m��m� ���nnnmumnrrm�nm�imiamem���uunmttm�irtmnm�mcumrmimn��ec � � � � i � � . • . . . . .. :. . . �- . � �- . , . . ', . . . '� . . - � � . . . • • � � � � • • . � � . . . . . _ . . _ , � . - � • � . . - • . .- • � � � r` ' . APPENDIX C LIQUIFACTION ANALYSIS Our analysis of the liquifaction potential of the soils underlying the site was performed in accordance with the "simplified" procedures developed by Seed and Idriss (EERC-70-9, November 1970) . Generally, the liquifaction analysis compares the stresses induced by an earthquake of a given magnitude and causing a given ground surface acceleration to the stresses required to induce liquifaction. The earthquake magnitudes and the applicable ground surface accelerations used in our study are described in the text of our report. The "controlling" earthquake con- � sidered was a 7.0 magnitude causing ground surface acceleration on the site of 0.18g and 0.36g, depending upon the depth of alluvium. The various zones of ground shaking on the site are delineated on Figure . No. C-7. The determination of the response of the subsoils to the anticipated ground shaking was made in accordance with the "simplified" procedures. The factors considered in this evaluation are the unit weights, relative densities, effective grain sizes, ground water levels and the number of stress cycles. The vnit weights and the ground water levels were used in order to develop the effective overburden stresses upon each soil 4 ' deposit. The effective grain sizes along with the anticipated number of stress cycles were used ''in�order to determine the stress ratio caus- ing liquifaction. These were determined by the use of experimentally developed charts by Seed and Idriss. The results of this analysis were used to develop.the graphs 'presented on Figure Nos. C-2 through C-6. In these graphs, the stresses caused by the anticipated earthquake are plotted from the surface to a depth of 40 feet. The stresses causing liquifaction are also plotted over the same depth. These are based upon the actual conditions ',encountered within each of our borings. Where the stresses causing 'liquifaction exceed those caused by the earthquake, liquifaction is not indicated. This appears to be the case throughout each of the borings under analysis. The lines repre-. ' senting the stresses causing liquifaction are not continuous within some of the borings because much of the soil encountered is fine- grained and cohesive, and therefore, not susceptible to liquifaction. These deposits are represented by breaks in the graphs at the ap�licable depths. � . � C-1 Inland Foundation Engineering,lnc. , Boring No. 1 - Stress K.S.F. 0.5 1.0 1.5 , � I Silty clay, fine, light brown, �y• � . ; Silt with trace clay, brown, 1 i moist, wet. � . 10 -- '�-..� � � Sandy silt, fine, wet, brown. _�nd, fine-medium, saturated, � ' t � brown. � ' Silty sand with clay, saturated. � � i I w i -� 20' �� � Sand, fine to coarse, saturated, .c I � white clean. � � i ' . Q . 1 I I i Silt, slightly sandy, fine, � gray, saturated. 30 ' � i � � � + , ; . � 40 -- -- � - Average Earthquake Induced Stresses — — — — — - Stresses Inducing Liquifaction � \ Inland Foundation Engineering, Inc. Preliminary Soil Investigation Hemet,Califomia p�cels 2 & 3 of Parcel Map No. 13542 Rancho California Area DATE PROJECT NO. FIGURE NO. g�verside County, California Novembex 1979 M029-001 C-2 � � - « Stress K.S.F. �ring No. 2 ' 0.5 1.0 1.5 � , � '. Silt, slightly sandy, I �� dry to wet, brown. � �i . I � '� I 10 — � (� Clayey silt, very wet, I '� brown. � I . `y ! , � S Sandy silt, fine, very ' I — wet, dark brown. �`� \ . --� � 20 1 � Silty sand, fine to medium a, � ! ' with trace of clay, saturated a� A � � to brown. �, I � ( , Silty clay, moist to wet, ' dark gray. 30 _` _' . , ' 1 ! ' � Silty sand, fine, gray, moist. 1 � !. ,, 40 - ---- �. ,- � � a - Average Earthquake Induced Stresses — — — — - Stresses Inducing Liquifaction . , Inland Foundation Engineering, lnc. preliminary So'il Investigation Parcels 2 & 3 of Parcel Map No. 13542 Hemet,California itancho California Area DATE PROJECT NO. FIGURE NO. Riverside County, California November 1979 M029-001 C-3 - � . ' Boring No. 3 Stress K.S.F. 0.5 .5 i i � ' ( � Silty clay, medium to coarse, � � light brown, dry to moist,. ' i , gravelly at 7 ft. . I � � � • _ Clay with trace silt, brown, 10 _— � — r— --. wet. � � _ 1 � Sand, fine to coarse, with � � ' � � trace of silt, wet to saturated. d . w ' � �, i . q 20 ---- - t -:- -� � ` � � •� : I a ; � a, . A ; i ; i � Sandy silt with clay, gray, � saturated. 30 --- ; ; � , � Sand, slightly silty, dark � gray-brown, saturated 40 ---- - - _ ----�--- � �►---- - Average Earthquake Znduced Stresses — — — — — — - Stresses Inducing Liquifaction I Inland Foundation Engineering, lnc. preliminary Soil Investigation Parcels 2 & 3 of Parcel Map No. 13542 Hemet,California ' �cho California Area � DATE PROJECT NO. FIGURE NO. Riverside County, California ovember 1979 M029-001 ' C-4 ' y , • ' Boring No. 4 Stress' K.S.F. i , � ' � ' Alternating � layers of • sand and 10 ----- ------ --- -- ; silt ' � ' I a� ia� �. -� 20 --• --- ----- -- -{ t �+ ! ' � � Silty sand, fine to medium c� � � ' gray, moist. � � � . , � 30 ' � � ; , � � ti ' � � , �\ ; Sand, medium to coarse, with , , � trace silt, light gray-white. � . 1 _ _. 40 ' - Average Earthquake Induced Stresses — — — — — - Stresses Inducing Liquifaction � � S' �� �� Inland Foundation Engineering� ��1C. .preliminary Soil Investigation Hemet,Californla ' p�cels 2 & 3 of Parcel Map No. 13542 Rancho California Area DATE PROJECT NO. FIGURE NO. giverside County, California November 1979 M029-001 C- f : DEA�Ls�R��D�� FF�3 ' ��B D��o/1�1 1 I1 lg��� ' SHEET NO � OF SCALE M ,, V L.�.� LJ (619)223-2426 GALCULATED BY DATE 3274 ROSECRANS ST. SAN DIEGO,CA 92110 CHECKED BY DATE � �I..�L541.1, �I�{.`-�.dti,p.lrQ�,l. � .. �� '. . - : � . . . . . .. ...... ....;._. . . . _ .... ' F� Z , . 13'I; � ,3 i/,�8(,0. x 't-t'� p�c . ��.�a ' _ /�T. L}�.T tr.`I Y�.C�' %J� - C�U.(��µi �� i- ���'ZT 1 + `2�1i�`( ! �'�T 1;"u = ' I"t�o C �<� /�;�i� � 1�'1 1 � 4� ��I '�1 - l4 c� �►�.�5 ; i... 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