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Home My WebLink About2020 CON Basile Construction Inc. - P-1 Sewer Upsize Project for Sweetwater High School, CIP No. 19-43 - Change Order #6PROJECT PROFESSIO LS CORPORATION CHANGE ORDER MEMORANDUM CONFIDENTAL NOT FOR DISCOVERY OR DISTRIBUTION August 26, 2020 To: Roberto Yano, P.E. Director of Engineering & Public Works/City Engineer Jose Lopez, P.E. Deputy City Engineer Engineering and Public Works Department City of National City From: Alex Preciado Project Manager Project Professionals Corp Project: P1 Sewer Upsize Project CIP No.: 19-43 Subject: Change Order No. 6 RECEIVED ENS & FV/ DEFT. N20 SEP -3 P 3: 15 ''ITY OF NATIONAL CITY Change Order No. 6 provides for: The additional costs and time for the additional excavation and sloping to stabilize the open excavations during the open trench sewer main installation due to the unforeseen unstable soils that caused an unreasonable loss of production. This change order does not address additional restoration efforts, if any, which are currently under analysis and negotiation. Supporting Information: As the contractor began excavation on the installation of the new sewer main in the Sweetwater Highschool sports field the sides of the excavation continually collapsed into the trench which did not allow for the placement of box shoring. Due to the rapid collapse of the trench, the soil pressures exerted on the box shores once placed did not allow for digging between the shoring and the removal of the box shores. At this time, Atlas Engineering West, the project soils engineer, were requested to come on site and perform a boring within the sewer main alignment to analyze the soil and driving resistance within this area. The boring log identified loose, clayey sands. In review of the as -built plans, we identified the entire field to be a fill site with the same material, most likely bay dredging's. This material must have been placed without much, if any, compaction effort. The only remaining options were to use soldier pile shoring or open V-trench down approximately 10 feet first, then place box shoring for the remainder. Since we are in the open field the contractor was directed to open V-trench as it is significantly less expensive. The contractor's base bid for this work is $190 per lineal foot of installed sewer. At a daily confirmed actual cost of $11,300.39 per day for labor and equipment the bid production could be expected to hit approximately 60 feet per day. This is a reasonable expectation for a sewer installation of this depth. A reasonable variance from this production could be argued to be up to 10% of reasonable production or 54 feet per day. Actual production was at 26 feet per day. The contractor was diligent in all their construction efforts with the proper equipment and experienced labor and operators. The additional excavation for sloping caused an unforeseeable loss of production and added time to the original schedule. The contractor's reasonably foreseeable worst daily production of 54 feet per day would total 7 days for the installation of the of sewer main from station 9+25 to station 13+13 in question. It took the contractor 15 days to install this stretch of sewer. This should account for a loss of production equivalent to 8 days at $11,300.39 per day for a value of $90,403.12. The contractor was directed to submit an analysis to support their claim for an extra due to the unforeseen soil condition. They submitted a request for 4.63 days at $11,300.39 per day for a base claim of "$45,237.63" minus no longer required addition shoring credit of ($1,966.50) for a total claim of "$43,271.13". This total is not the product of the days times the dollars minus credit, but it is the total dollars requested. The correctly calculated amount is $50,354.31. It appears they based their worst reasonable production at 35 feet per day. Attachments A — Cost Breakdowns B — Project Schedules C — Original Geotech Boring Logs D — School Site Boring Log E — Sloping Exhibit Time Adjustment: Five (5) additional days are added to the contract time for the additional time to excavate and backfill the additionally required excavations for the open trench sewer main installation operation. Cost Adjustment: Change Order Items Additional Costs for Open Trench Sewer Main from station 9+25 to 13+13 $45,237.63 Trench Shoring System Material Credit (1,966.50) Total Cost of Change Order $43,271.13 4 Aece,d Project Manager 9/8/2020 Date P1 SEWER UPSIZE PROJECT CHANGE ORDER NO. 6 CIP NO. 19-43 August 26, 2020 Contractor: Basile Construction, Inc. 7952 Armour Street San Diego, CA 92111 This Change Order modifies Contractor's and the City's obligations and rights under the abovementioned contract. This change order is not effective until approved by the City. Time adjustment: Five (5) working days are added to contract time for the loss of production due to unforeseen soils conditions that required additional excavation and sloping to stabilize the open excavations for the open trench sewer main operation. Cost of Change Order: The City and the Contractor agree that the existing soil conditions within Sweetwater High School sports field are not within what could be reasonably expected and caused a loss of production. The City and the Contractor agree that the Contractor's additional excavation and trench sloping is needed to stabilize the side walls of the open excavations to reduce the risk of trench cave ins. This additional effort is required for the installation of the sewer main from station 9+25 to 13+13 in the sports field, The City and the Contractor agree that all costs associated with the additional excavation, sloping and backfill is an agreed upon lump sum price of $43,271.13 and does not include any additional sports field restoration efforts, If any. $43,271.13 Total Cost of Change Order $43,271.13 Recommended by Project Manager: Date: 9/ By signing this Change Order the Contractor confirms that he/she is completely familiar with and has fairly negotiated its price, terms and conditions. If this Change Order is approved, Contractor will provide all of the equipment, materials and labor necessary to provide a complete work as described above at that the price stated herein. Contractor confirms that the price is fair and complete and represents all costs associated with the work, including but not limited to all e.uipment, materials, labor, supervision, overhead, fees, bonds, insurance, profit, etc. and that there will . n • further compensation. All of the terms and conditions of the original contract documents are Incorpo ated erein. The signer for the Contractor confirms that he/she Is authorized to bind the Contractor to this Chan e Order. Agreed and Accepted by Contractor: (Print Name and Title) Dan InQ'at Approved by City Engineer: Approved by City Manager: (Required for change orders $25,000 and above) Date: 0 { p2 Z.OZ0 Date: /0/6/Zo?o Date: / 01 fjb Zjr 1/ ��ALIFORNIA - NAiiONAL CflY rticortE•ox Ait P1 SEWER UPSIZE PROJECT CHANGE ORDER NO. 6 CIP NO. 18-07 DATE: 7/17/2020 - 7/18/2020 WORK PERFORMED BY: Basile Construction DESCRIPTION OF WORK: Additional 4.63 days for 12" Sewer Main Installation due to Unstable Soil Conditions ACCOUNTING FOR TIME, MATERIALS, AND EQUIPMENT 1) Foreman 2) Operator - Group 8 3) Laborer - Group 3 4 Laborer - Group 4 Unit HR HR HR HR Qty 37.04 74.08 37.04 74.08 Wage 77.68 77.68 59.35 57.94 Total 2,877.27 5,754.53 2,198.32 4,292.20 Sub -Total Labor: Labor Burden (31%): Labor Markup (20%): $ 3 962.05 TOTAL LABOR-11/111111111111 $ 4,687.92 EQUIPMENT Unit Qty Rate Total 1) Utility Truck HR 37.04 40.16 1,487.53 2) 360 Komatsu Excavator HR 37.04 140.91 5,219.31 3) 350 John Deer Excavator HR 37.04 140.91 5,219.31 4) 5) 320 Komatsu Loader Water Truck HR HR 37.04 37.04 105.67 31.00 3,914.02 1,148.24 6J 7) 4" Pump Trench Shields EA EA 2.00 2.00 648.55 190.00 1,297.10 380.00 $ 18,665.51 $ 2,799.83 SUB TOTAL: $ 21,465.34 $ 45, 237.63 EQUIPMENT Unit Qty Rate Total 1) Trench Shield Credit EA (9.00) 218.50 Sub -Total Equipment: (1,966.50) $ (1,966.50) TOTAL EQUIPMENT: $ (1,966.50) GRAND TOTAL: $ 15,122.32 Sub -Total Equipment: Equipment Markup (15%): TOTAL EQUIPMENT: Original Protect Schedule- Submittal #16 National City P-1 Sewer Upsize Project ID p Task IT Name Duration Stan (Finish iPredecessort y Mode i_...__ IJ.n. IA* S2415131I N IN/4I e121I6/LI Augusr Sep«a oaaeer aov.mmm6.r 7/S I j7/1917(2ki.5[2_.Dt4.l3Ctfij4/Si_434j.9/8.ld/1319/20I9(27.1]J(il19i11111/11 01Z511/11LV.41L1L. 31Ji2.3h1 28 n 12 Sewer Main 15 days Mon 7/13/20 Fri 7/31/20 7/31/20 25,26 f 29 a.-. STA 9+25 to 14+50 3 wks Mon 7/13/20 Fri 30 n Sewer Mh4175 3 days Mon 7/20/20 Wed 7/22/20 2955+5 days 31 e► Bypass 81 8 days Mon 6/22/20 Wed 7/1/20 32 e► Setup Sewer Bypass 2 days Mon 6/22/20 Tue 6/23/20 19 33 aP; Dig Receiving Pit F Avenue 3 days Wed 6/24/20 Fri 6/26/20 32 34 Der Install Mh 176 3 days Mon 6/29/20 Wed 7/1/20 32,33 r� 35 m. Bypass a3 8 days Mon 8/3/20 Wed 8/12/20 36 .4 Setup Sewer Bypass 1 day Mon 8/3/20 Mon 8/3/20 28 37 a2. 12 Sewer Main STA 1+00 to 4+75 7 days Tue 8/4/20 Wed 8/12/20 36 38 W. Sewer Mh's 172, 173, 173A & 1738 5 days Thu 8/6/20 Wed 8/12/20 3755+2 days 39 n Bypass 84 28 days Thu 8/13/20 Tue 9/22/20 4o a► Setup Sewer Bypass 5 days Thu 8/13/20 Wed 8/19/20 35 1 41 Of, 12 Sewer Main STA 4+75 to 8+00 2 wks Thu 8/20/20 Wed 9/2/20 40 42 n Install Mh4173C 3 days Tue 8/25/20 Thu 8/27/20 4155+3 days 43 lack & Bore D Avenue 15 days Thu 8/27/20 Thu 9/17/20 44 in Dig lack & Bore Pits 1 wk Thu 8/27/20 Wed 9/2/20 41F5-5 days 45 Perform lack & Bore 10 days Thu 9/3/20 Thu 9/17/20 44 46 r. Install Mh4174 3 days Fri 9/18/20 Tue 9/22/20 43 47 n Bypass 85 2 days Wed 9/23/20 Thu 9/24/20 49 my Connect lack & Bore to Existing 12 2 days Wed 9/23/20 Thu 9/24/2039 49 no Repair Field 3 wks Thu 9/33/20047 Thu 9/24/20 47F5-15 days 50 Pavement Replacemt 1 wk Fri 9/18/20 Thu 9/24/20 31,47F5-5 days 51 Deg Misc Concrete Replacement 2 wks Fri 9/18/20 Thu 10/1/20 43 52 Slurry Seal 1 wk Fri 9/18/20 Thu 9/24/20 43 6111-1 53 e . Punch list 33 days Fri 10/2/20 Thu 11/19/20 54 me. Agency to Conduct Walk-through 3 days Fri 10/2/20 Tue 10/6/20 20,31,35,39,47,45 55 eq Generate Punch List 10 days Wed 10/7/20 Wed 10/21/20 54 56 aG Complete Punch List 20 days Thu 10/22/20 Thu 11/19/20 55 Project Job 2035 Date: Wed 6/10/20 C ♦ mmDeadline Task Project Summary t 1 Manual Task Stan -only spit ,,,,,,,,,,,,,,,,,, _. Inactive Task Duration -only Finish -only ] Progress '1 Milestone ♦ Inactive Milestone Manual Summary Raw External Tasks - Manual Pnyrw Summary Inactkee Summary 1 1 Manual Summary Ect.nal Mil.stan. 0 Capital Improvement Project No. 19-43 Page 2 dated Proiect Schedule- 8-6-20 National City P-1 Sewer Upsize Project 113 it Teat N.m. IIDoa Stan Fkdd1 Pndeuswn Ilum NuI 20 21 . 211.y..L3..1.322 .20 1 Sq'20 1op'20 Nov jO De+'20 21 1 ,6 1 13 30 1 6 L,1i124.1.II..4 11 I 5_ 1 L 5 : 10 1121 13 21 I A 1 .._..... __._ .. ......... ......... ...... ..._.__.___. V MI Submittals... .... ....._... 6days Fri6/5/20 Fri6/12/20 F12 ...11 ..�_.19..1..[1._21.9 .._._! ..:. _...._�...4.1_22..1.29 . ...li...l ...... 18 19 40 P-1 Sewer Raplanmens NIP 133 days Mon 6/15/20 Mon 12/28/20 ✓ S Mobilization 5 days Mon 6/15/20 Fr16/19/20 gft iS 36 32 39 36 ...20 ✓ ml Bypass 81 18 days Man 6/22/20 Thu 7/16/20 ✓ ss. Setup Sewer Bypass 5 days Mon 6/22/20 Frl 6/26/20 19 ✓ N. Locate Exising Line Delay 9 days Mon 6/29/20 Frl 7/10/20 36 ✓ or, Install Mh 176 4 days Tue 7/7/20 Frl 7/10/20 3735+5 days ✓ m. Dig Receiving Pit F Avenue 4 days Mon 7/13/20 Thu 7/16/20 39 A& Bypass 82 45 days Mon 6/29/20 Mon 6/31/20 _ 21. ✓ ss. SWR Bypass 13 days Mon 6/29/20 Thu 7/16/20 22 j✓ n Temp Riser C3 5TA 9+25 4 days Mon 6/29/20 Thu 7/2/20 36 23 i✓ .5 Setup Sewer Bypass 4 days Mon 7/13/20 Thu 7/16/20 35F5-4 days —24 '✓ •� N lad & Bens F Avenue 13 days Wed 7/15/20 Fri7/31/20 25 ✓ .. Dig Jacking PR 3 days Wed 7/15/20 Frl 7/17/20 3855+2 days 27 ✓ . Perform Jack & Bore 10 days Mon 7/20/20 Frl 7/31/20 25 26 ✓ In Remove Existing SWR Mh 2 days Thu 7/23/20 Frl 7/24/20 3255+3 days 6 le- 1 ilIMM .-6U 31 .. 12 Sewer M.In 31 days Men 7/20/20 Men 8/31/20 32 5TA 9.25 13+13 days Mon 7/20/20 Fri 8/7/20 25 . to 15 33 . New SWR Manhole 3 days Thu 8/27/20 Mon 8/31/20 286S-2 days 34 ✓ .5 Sewer Mh8175 3days Wed 7/29/20 Fri 7/31/20 32SS+7 days 9 9. 28 an. lack 6 Bore 60. SD 15 days Mon 8/10/20 Fri 8/28/20 29 18.% Dlg Pits 5 days MOn 8/10/20 Fri 8/14/20 24,32 30 .. Jack & Bore 10 days Mon 8/17/20 Fr18/28/20 29 54 r. Repair Field 3 Mon 8/24/20 Mon 9/14/20 30FS-5 days wks 'rue Bypass 83 to days 9/1/20 Tue 9/15/20 Setup Sewer Bypass 3 days Tue 9/1/20 Thu 9/3/20 31,28,5455+5 day 12 Sewer Main 5TA 1+00 to 4+75 7 days Fr19/4/20 Tue 9/15/20 41 M. n Sewer Mh's 172, 173, 1734 & 1738 5 days Wed 9/9/20 Tue 9/15/20 4255+2 days 44 63, 8Y0assU 28 days Wad9/16/20 Mon 10/26/20 Ss R Pavement Replacemt 1 wk Thu 10/22/20 Wed 10/28/20 35,52F5-5 days 56 Misc Concrete Replacement 2 Thu 10/22/20 Wed 11/4/20 48 -, . wks 5/ . Slurry Seal 1 wk Thu 10/22/20 Wed 10/28/20 48 5 4 Npass es 2 days T. 10/27/20 Wad 10/28/20 53 S Connect lack & Bore to Existing 12 2 days Tue 10/27/20 Wed 10/28/20 44 58 MIIIIIIIMIP- f� F9LS 1 a Punch Um 99 days Thu 11/5/20 Mon 12/28/70 59 S Agency to Conduct Walk-through 3 days Thu 11/5/20 Mon 11/9/20 20,35,40,44,52,5� so S Generate Punch List l0days Tue 11/10/20 Tue 11/24/20 59 bt .q Complete Punch List 20days Wed 11/25/20 Man 12/28/2060 Project: lob 2035 Date: Thu 8/6/20 Nu ny.ct Sun.r.y 1 1 Manual Tao Start -way E 00041K Split 1! M Macaw ink Duration -only prom-.* 3 Progress Mil.stgm • Inactive Milwmn Manual Summary lollop External Tasks Manual Progress Summary ^ Macaw summary I I Manual summary mna arrcia 0 Capital Improvement Project No. 19-43 Page 1 SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP TYPICAL NAMES SYMBOL I. COARSE GRAVELS GRAINED, more than 50% of material is larger than No. 200 sieve size. CLEAN GRAVELS GW Well graded gravels, gravel -sand mixtures, little or no fines half of is No. 4 GP Poorly graded gravels, gravel sand mixtures, little or no fines. but GRAVELS WITH FINES GM Silty gravels, poorly graded gravel -sand -silt mixtures. 3". (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel -sand, clay mixtures. More than coarse fraction larger than sieve size smaller than SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little or no fines. half of is SP Poorly graded sands, gravelly sands, little or no fines. No. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. More than coarse fraction smaller than 4 sieve size. II. FINE GRAINED, more than 50% of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey -silt - (Liquid Limit less sand mixtures with slight plasticity. than 50) CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, (Liquid Limit elastic silts. greater than 50) CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. III. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. SAMPLE SYMBOLS LABORATORY TEST SYMBOLS x - Bulk Sample - Modified California Sampler - Undisturbed Chunk sample - Maximum Size of Particle - Shelby Tube - Standard Penetration Test sampler SYMBOLS AL - Atterberg Limits CON - Consolidation COR - Corrosivity Tests (Resistivity, pH, Chloride, Sulfate) DS - Direct Shear El - Expansion Index MAX - Maximum Density RV - R-Value indicated SA - Sieve Analysis or as indicated CAL CK MS ST SPT GROUNDWATER Q - Water level at time of excavation or as - Water seepage at time of excavation ..�,T '''' 17'�_ Group 2 Sewer Upgrades National City, California S ■ By: JPS Date: January, 2020 ■ T Job Number: 190251P5-2 Figure: 1-1 LOG OF BORING B-1 Date Drilled: 12/10/2019 Equipment: CME-95 with 8 inch diameter Hollow Stem Auger Elevation (ft): ± 36 ft Logged by: Reviewed by: Depth to Groundwater (ft): JPS AKN Not encountered. 2 d w 0 N U SUMMARY OF SUBSURFACE CONDITIONS SAMPLES Z w 0 Z MOISTURE CONTENT (%) PID Reading (in ppm) LABORATORY TESTS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 5 inches of Asphalt Concrete over 12 inches of Aggregate Base. SM FILL (Qfl: SILTY SAND, loose to medium dense, brown, moist, fine to coarse grained, trace gravel. Medium dense. Decomposed granite (DG) fragments. SC CLAYEY SAND, medium dense, dark brown, moist, fine to medium grained, trash and plastic debris in spoils. Strong trash odor. SM SILTY SAND, medium dense, dark brown, moist, fine to medium grained, trash and plastic debris in spoils. Plant debris. Dense, brown, fine to coarse grained, decomposed granite (DG) fragments. Dense. CAL ENV CAL CAL ENV CAL CAL ENV CAL CAL 18 17 19 13 25 47 37 15 14 16 11 21 40 31 15.2 12.6 9.1 110.4 113.2 116.1 0.5 1.2 0.0 DS COR BORING CONTINUED ON 1-3 id III NI 0 Group 2 Sewer Upgrades National City, California By: JPS Date: January, 2020 Job Number: 190251P5-2 Figure: 1-2 LOG OF BORING B-1 (CONTINUED) Date Drilled: 12/10/2019 Equipment: CME-95 with 8 inch diameter Hollow Stem Auger Elevation (ft): ± 36 ft Logged by: Reviewed by: Depth to Groundwater (ft): JPS AKN Not encountered. 2 H a w 0 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES z w 0 0 z H z w F z 0 0 w ce 1- H O 2 DRY UNIT WEIGHT (pc PID Reading (in ppm) LABORATORY TESTS 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 FILL (Qfl: SILTY SAND, loose to medium dense, dark brown, moist, fine to medium grained, trace gravel. Very dense, less odor. ENV CAL CAL SM OLD PARALIC DEPOSITS (Qop): SILTY SAND, very dense, reddish brown, moist, fine to medium grained. Mottled reddish brown and light brown. Mottled reddish brown, gray, and brown. ENV CAL CAL CAL ENV 22 59 77 64 64 19 50 65 54 54 0.1 0.1 0.0 BORING TERMINATED AT 30 FEET —r -i • Tj-�. Group 2 Sewer Upgrades National City, California By: JPS Date: January, 2020 Job Number: 190251P5-2 Figure: 1-3 2 H a w 0 LOG OF BORING B-2 Date Drilled: 12/20/2019 Logged by: JPS Equipment: CME-75 with 8 inch diameter Hollow Stem Auger Reviewed by: AKN Elevation (ft): ± 23 ft Depth to Groundwater (it) 34 ft 0 CO SUMMARY OF SUBSURFACE CONDITIONS SAMPLES Z MOISTURE CONTENT (% LABORATORY TESTS 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SM FILL (Qf): SILTY SAND, loose to medium dense, brown, moist, fine to medium grained, trace gravel. Mottled reddish brown to brown, dense. Light brown to brown. Medium dense. CL SANDY CLAY, medium stiff, brown, moist, fine to medium grained SM SILTY SAND, medium dense, reddish brown, moist, fine to medium grained. CAL SPT CAL CL YOUNG ALLUVIAN FLOOD -PLAIN DEPOSITS (Qval: SANDY CLAY, medium stiff, dark brown to black, moist, fine to medium grained. 48 20 30 41 26 25 6.9 12.3 114.6 124.3 SA COR DS BORING CONTINUED ON 1-5 Group 2 Sewer Upgrades National City, California By: JPS Date: Job Number: 190251P5-2 Figure: 1-4 LOG OF BORING B-2 (CONTINUED) Date Drilled: 12/20/2019 Equipment: CME-75 with 8 inch diameter Hollow Stem Auger Elevation (ft): ± 23 ft Logged by: JPS Reviewed by: DJM Depth to Groundwater (ft): 34 ft d w 0 0 0 SUMMARY OF SUBSURFACE CONDITIONS SAMPLES z w 0 0 m DRIVING RESISTANCE (blows/ft of drive) z z w H z 0 O w 0 O 2 U Q H 0 w L- z 0 >- 0 LABORATORY TESTS — 21 — 22 — 23 — 24 — 25 — 26 — 27 — 28 — 29 — 30 — 31 — 32 — 33 — 34 — 35 — 36 — 37 — 38 — 39 — 40 SC YOUNG ALLUVIAN FLOOD -PLAIN DEPOSITS (Qya): SANDY CLAY, medium dense, dark brown to black, moist, fine to medium nrainarl Fine grained, plant debris, strong organic odor. Black. Groundwater at 34 ft. SPT CAL SPT SM OLD PARALIC DEPOSITS (Qop): SILTY SAND, loose, brown to reddish brown, wet, fine to medium grained, micaceous. CAL 10 9 6 8 13 8 8 7 v SA AL El II III II Group 2 Sewer Upgrades National City, California By: JPS Date: January, 2020 Job Number: 190251P5-2 Figure: 1-5 LOG OF BORING B-2 (CONTINUED) Date Drilled: 12/20/2019 Logged by: JPS Equipment: CME-75 with 8 inch diameter Hollow Stem Auger Reviewed by: AKN Elevation (ft): ± 23 ft Depth to Groundwater (ft): 34 ft SAMPLES o Q In lLJ z z F- F- (1) 111 n H— cn45 H z O 0 w H >- cc w 0 j SUMMARY OF SUBSURFACE CONDITIONS > 0 -, m c N z o > 0 0 z 0 S H o H 2 o c o O- cl O m SM OLD PARALIC DEPOSITS (Qop): SILTY SAND, medium dense, — 41 brown to reddish brown, wet, fine to medium grained, micaceous. SPT 8 10 — 42 — 43 — 44 — 45 Trace gravel. — 46 SPT 21 27 — 47 — 48 — 49 Dense. SPT 24 31 — 50 BORING TERMINATED AT 50 FEET — 51 — 52 — 53 — 54 — 55 — 56 — 57 — 58 — 59 — 60 . T Group 2 Sewer Upgrades National City, California -r S By: JPS Date: January, 2020 T Job Number: 190251P5 2 Figure. 1-6 LOG OF BORING B-3 Date Drilled: 12/10/2019 Logged by: JPS Equipment: CME-95 with 8 inch diameter Hollow Stem Auger Reviewed by: AKN Elevation (ft): ± 33 ft Depth to Groundwater (ft): Not encountered. H w n U D SUMMARY OF SUBSURFACE CONDITIONS SAMPLES w Z ^ H 0 43 o LIJ E co 3 z o 5� 0o o Z Z Z O w S o Q H uJ 1_ - } i 0 co H (n 1- >- CC O Q cl m Q J > cr 0 Y 5 m — 1 — 2 — 3 — 4 — 5 _ 6 — 7 — 8 — 9 — 10 — 11 — 12 — 13 — 14 — 15 — 16 — 17 — 18 — 19 — 20 sc FILL (Qf): CLAYEY SAND, loose, brown, moist, fine to medium 18 43 5 23 36 7 8.4 107.8 SA COR grained. Trash debris. SM OLD PARALIC DEPOSITS (Qop): SILTY SAND, medium dense, reddish brown, moist, fine to medium grained. Trace gravel. Dense. SPT CAL SPT BORING TERMINATED AT 161/2 FEET ,—r T Tom__ Group 2 Sewer Upgrades National City, California S ■ By: JPS Date: January, 2020 IN T Job Number: 190251P5-2 Figure: 1-7 SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP TYPICAL NAMES SYMBOL I. COARSE GRAVELS GRAINED, more than 50% of material is larger than No. 200 sieve size. CLEAN GRAVELS GW Well graded gravels, gravel -sand mixtures, little or no fines half of is GP Poorly graded gravels, gravel sand mixtures, little or no fines. No. 4 but 3". GRAVELS WITH FINES GM Silty gravels, poorly graded gravel -sand -silt mixtures. (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel -sand, clay mixtures. More than coarse fraction larger than sieve size smaller than SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little or no fines. half of is SP Poorly graded sands, gravelly sands, little or no fines. No. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. More than coarse fraction smaller than 4 sieve size. II. FINE GRAINED, more than 50% of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fire sands, rock flour, sandy silt or clayey -silt - (Liquid Limit less sand mixtures with slight plasticity. than 50) CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays or low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, (Liquid Limit elastic silts. greater than 50) CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. III. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. SAMPLE SYMBOLS LABORATORY TEST SYMBOLS x - Bulk Sample - Modified Califomia Sampler - Undisturbed Chunk sample - Maximum Size of Particle - Shelby Tube - Standard Penetration Test sampler SYMBOLS AL - Atterberg Limits CON - Consolidation COR - Corrosivity Tests (Resistivity, pH, Chloride, Sulfate) DS - Direct Shear El - Expansion Index MAX - Maximum Density RV - R-Value indicated SA - Sieve Analysis or as indicated CAL CK MS ST SPT GROUNDWATER V - Water level at time of excavation or as - Water seepage at time of excavation City of National City, P1 Sewer Upsize Project National City, California By: JPS Date: July, 2020 Job Number: 170309P4.21 Figure: 1-1 2 a w 0 Date Drilled: 7/30/2020 Equipment: CME-75 w/ 6 in H.S.A. Elevation (ft): ±50 ft N 0 0) D LOG OF BORING B-1 SUMMARY OF SUBSURFACE CONDITIONS Logged by: Reviewed by: Depth to Groundwater (ft): SAMPLES z w .t 0 w 0 z F- co w 0 z rt 0 > i3 0 0 0 z JPS AKN Not encountered. z w z 0 0 w V) O 0 0 H 2 _U w H z >- 0 LABORATORY TESTS SC FILL (Qfl: CLAYEY SAND, loose to medium dense, light brown — 1 to orange brown, dry, fine to coarse grained. — 2 — 3 — 4 — 5 — 6 7 — 8 9 — 10 — 11 — 12 — 13 — 14 Brown. CL SANDY CLAY, stiff, dark brown, moist, fine grained. Brown. SC CLAYEY SAND, medium dense, dark brown, moist, fine to medium — 16 grained, plant debris and plant roots in material. — 17 — 18 — 19 — 20 r, X SPT SPT SPT 7 18 15 9 23 20 BORING CONTINUED ON 1-3 City of National City, P1 Sewer Upsize Project National City, California By: JPS Date: July, 2020 Job Number: 170309P4.21 Figure: 1-2 LOG OF BORING B-1 (CONTINUED) Date Drilled: 7/30/2020 Equipment: CME-75 w/ 6 in H.S.A. Elevation (ft): ±50 ft Logged by: Reviewed by: Depth to Groundwater (ft): JPS AKN Not encountered. 0 rn SUMMARY OF SUBSURFACE CONDITIONS SAMPLES z w it 0 m w 0 z a� ` N a w w z o >9 0 z H z w H z 0 0 w 0 2 U w z >- LABORATORY TESTS — 21 — 22 — 23 — 24 — 25 — 26 — 27 — 28 — 29 — 30 — 31 — 32 — 33 — 34 — 35 — 36 — 37 — 38 — 39 — 40 ML SM OLD PARALIC DEPOSITS (Qop): SANDY SILT, medium dense, reddish brown to brown, moist, fine to medium grained, weathered, manganese staining. SILTY SAND, medium dense, reddish brown, moist, fine to medium grained, laminations. SPT SPT 9 15 12 20 a BORING TERMINATED AT 25 FEET City of National City, P1 Sewer Upsize Project National City, California By: JPS Date: July, 2020 Job Number: 170309P4.21 Figure: 1-3 This kgamatmn is provided free of charge by the Oeeenmem of Iduarna1 Pennons from m web sae ll or I.. g,,,.. These regulatory are for the came1Mroa o Lend end no iapeeMaW1 a warranty.3 made that the information is current or saauate Sas lull disclaimer at haps ',wow die ca 3wrod_pobiascklmer. Morn Subchapter 4. Construction Safety Orders Article 6. Excavmnms Remo to index *1541J. Requirements for Protective Systems, Appendix B Sloping and Benching (a) Scope and application. This appendix contains specifications for sloping and benching when used as methods of protecting employees working in excavations from cave-ins. The reyuisements of this appendix apply when the design of sloping and benching protective systems is to be performed in accordance with the requirements art forth in Section 1541.1(bl. (b) Definitions. Actual slope means the slope to which an excavation face is excavated. Distress means that the soil is in a condition where a cave-in is imminent or is likely to occur. D uress is evidenced by such phenomena as the development of fissures in the face of or adjzem to an open excavation) the subsidence of the edge of an excavation: the slumping of mnenal from the face or the bulging or heaving of material from the honom of an excavation; the spanning of material from the face of an excavation: and ravelling, i.e.. small amounts of material such as pebbles or line clumps of material suddenly separating from the face of an excavation and trickling or rolling down into the excavation. Maximum allowable slope means the steepest incline of an excavation face that is acceptable for the most favorable site conditions m protection against cave-ins. and is expressed as the ratio of horizontal distance to vertical nse (H: V 1. Short term exposure means a period of time less than or equal to 24 hours that an excavation is open. (c) Requirements. (1) Soil classification. Soil and rock deposits shall be classified in accordance with Appendix A to Section 1541.1. (2) Maximum a lowabk slope. The maximum allowable slope fora soil or rock deposit shall be determined from Table B-I of this appendix. (3) Actual slope. (A) The actual slope shall rim be steeper than the maximum allowable slope. (B) The actual slope shall be less steep than the maximum allowable slope, when there are signs of distress. B that situation occurs, ill slope shall be cut back to an actual slope which is at lean 1/2 horizontal to one venkd (1/2H: IV) less steep than the maximum allowabk slope. (C) When surcharge loads from stored material or equipment, operating equipment, or traffic are present. a competent person shall determine the degree to which the actual slope must he reduced below the maximum allowable slope, and shall assure that such reduction is achieved. Surcharge loads from adjacent structures shall be evaluated in accordance with Section 1541(0. (4) Configurations. Configuratii0os of sloping and benching systems shall be in accordance with Figure 11-1. TABLE B-I SOIL Om sOds TYPE MAXIS. sTABLE R TYPE A III TYPE S TYPE C ear. (90 peg., 3/4,1 (s3 Deg., 131 (45 Peg.) 1 I/ltl (34 Deg.) 1. 1.numbers sham In pareatheeee next to maximum allowable slopes aro angles expressed in degrees from the horiaontal. Mglee have been rounded off. 2. a •Bort-ter• allowable slope of 1/lm,1v eel degrees) is alloyed in n Typea ill that are 12 feed (1.6 col or lime in depth. b maximum allowable slopes for • atos greater than 13t (3.67rml t Indepthshall be I/4an1V (53 degrees,. 3. Sloping or benching for ations greater than 30 feet deep hall be designed bya registered prnfeselenal engineer. Figure B-1 Slope Configurations (All slopes rimed below are in the horizontal m ventral ratio) B-1.1 Excavations made in Type A soil 1. All simpk slope excavations 20 feet or less in depth shall gave a maximum allowable slope of 3/4:1. Simple Slope -General Exception: Simple slope excavations which are open 24 hours or less (short term) and which are 12 fat or less in depth shall have a maximum allowable slope of 12:1. Simple Slope- Short Term 2.All benched excavations 20 feet or less in depth shall have a maximum allowable slope of 3/410 1 and maximum bench dimensions as follows: Snmpk Bench Multnpk Bench 3. All excavations 8 fen or less in depth which have unsupported vertically sided lower portions shall have a maximum vertical side 3 1/2 feet. Unsupported Venially Sided Lower Ponioo-Maximum 8 Feet Depth All excavations more than 8 fen but rid moo than 12 feet in depth with unsupported vertically sided lower portions shall have a maximum allowable slope of 1:1 and a maximum vertical side of 3 1/2 fen. Unsupported VerticalYSided Lower Portion -Maximum 12 Fen m Depth All excavations 20 fen or less in depth which have vertically sided lower portions that are supported or shielded shall have a maximum allowable slope of 3/4:1. The support or shield system must extend at lean 18 inches above the top of the venncal side Supported or Shielded Vertically Sided Lower Pont., B- 1.2 Excavations Made in Type B Soil I. All simple slope excavations 20 rem or less in depth shall have a maximum allowable slope of I:I. Simple Slope 2. All benched excavations 20 feet or lees in depth shall have a maximum allowable slope of 1,1 and maximum bench dvnensnomas follows: Single Ben_h Multiple BeneM1 3. All excavations 20 feet or less in depth which have vertically sided lower portions shall be shielded or supported to a height at least 18 inches above the top of the vertical side. AN such excavations shall have a maximum allowable slope of 1:1 Vertically Sided Lower Portion B- 1.3 Excavations Made in Type C Soil 1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 112:1 Simple Slope 2.A11 excavations 20 feet or less in depth which have vertically sided lower portions shall be shielded or supported to a height at least 18 fiches above the top of the vertical side. All such excavations shall have a maximum allowabk slope of l 12:1. Vertically Sided Gower Portion 3. All other sloped excavauom shall be in accordance with the other options permined in I541.1(b) B- 1.4 Excavations Made in Layered Sod 1. All excavations 20 feet or less in depth made in layered soils shall have a maxnmmn allowable slope for each layer as set forth below: B OVER A C OVER -A. C OVER B x AOt C' li iSVFhr 2. All other sloped exeavmlom shall be in accordance with the other options permitted in 1541.1(b). NOTE: Authority cited: Se lion 1423. labor Code. Reference: Section 1423. Labor Code. MGo No: k to Article 6 Table of Contents I I SETBACK TABLE X = SETBACK K-RAIL X=1' HS 20-44 TRAFFIC X=4' SPOIL PILE X=4' EXCAVATOR X=4' DUMP TRUCK X=4' 3 CY LOADER X=4' 5 CY LOADER X=5' CRANE TO 30 TON X=8' CONCRETE TRUCK X=10' I i I 1 j j i • I I � i $ 5ET�kc iltSLE • Date: CONTRACT TRANSMITTAL FORM (Attach as Cover Sheet to Documents dropped off to City Clerk's Office) /P lov/a-0 From (Dept.): ENGINEERING DEPT. Submitted by (First & Last Name): JUDITH HERNANDEZ Vendor: Of 5 l /-C Resolution: YES / NO 0 Resolution No. (if applicable): C1�oL4, i ecider 1 2 3 4 Originals Provided to City Clerk (Select Quantity) 000 0 Department has Copy / Duplicate Original Vendor has Copy / Duplicate Original