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HomeMy WebLinkAboutHumpback Creek Hydro Project Final Construction Report - Nov 2012 - REF Grant 2195386 HUMPBACK CREEK PROJECT FERC No. P–8889-046 PHASE 2 - INTAKE/DIVERSION REHABILITATION CONTRACT NO. CEC-08-HBC-02 Reconstruction of Intake/Diversion Facilities FINAL CONSTRUCTION REPORT Period October 24, 2009 through June 14, 2011 CORDOVA ELECTRIC COOPERATIVE, Inc. Cordova, Alaska Contact: Clay Koplin, P.E., CEO Cordova Electric Cooperative, Inc. P.O. Box 20 Cordova, Alaska 99574 Telephone (907) 424-5555 Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 November 2012 Humpback Creek Rehabilitation Phase 2 Final Construction Report Contains Critical Energy Infrastructure Information Page i Do not release – protection provided under 18 CFR § 388.112 TABLE OF CONTENTS Section Page No. CERTIFICATIONS ....................................................................................... ii  BACKGROUND ............................................................................................ 1  1. CONSTRUCTION SEQUENCE ................................................................. 1  2. MAJOR DESIGN MODIFICATIONS ....................................................... 2  3. QUALITY CONTROL TESTING RESULTS ........................................... 5  4. CONSTRUCTION PROBLEMS ............................................................. 10  5. INSTRUMENTATION ............................................................................. 11  6. PHOTOGRAPHS ..................................................................................... 11  APPENDIX A – As-Constructed Record Drawings Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page ii Do not release – protection provided under 18 CFR § 388.112 CERTIFICATIONS Certifications by the Owner, Project Manager/Design Engineer, Project Engineer and Resident Engineer that all construction, installation and remedial work performed under CEC-08-HBC-02, Humpback Creek Rehabilitation Phase 2 was completed in accordance with the design intent and objectives are attached hereto. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 1 Do not release – protection provided under 18 CFR § 388.112 BACKGROUND The Humpback Creek Project, FERC No. 8889-AK, is a “run of the river” hydroelectric project located on Humpback Creek approximately 5.5 miles northeast of Cordova, Alaska. The project was originally constructed in 1908 (unlicensed) and the intake/diversion was a log crib structure and a wood-stave penstock conveyance structure that was routed to a powerhouse near the mouth of Humpback Creek (HBC). The log crib dam still exists and retains a large volume of gravel/cobble/boulder bed load which supports the right bank terrace extending upstream to a narrow canyon. On October 21, 1988 FERC issued the original License 8889 for the Humpback Creek Project. This comprised a timber frame intake/diversion system built at the mouth of the narrow canyon and a flume routed along the right bank of HBC to a new penstock which conveyed the water over a new bridge to the new power house located on the left bank of the creek at the upper end of the anadromous fish spawning reach. Stream conditions above the powerhouse are unsuitable for resident or anadromous fish due to stream morphology and hydrology. The powerhouse facilities and the intake/diversion timber frame structure and upper section of the conveyance system were severely damaged in October 2006 during an extreme flood event. The powerhouse was restored prior to the current project work. The Humpback Creek Project intake/diversion rehabilitation was authorized by FERC under a non- capacity license amendment (P-8889-046) issued March 31, 2009 and comprises two phases:  Phase 1 was removal of the damaged timber frame intake/diversion and upper conveyance system;  Phase 2 is the rehabilitation and reconstruction of the intake/diversion and upper conveyance system so as to return the project to energy production. Phase 1 has been completed and a final report was issued separately. This is the Phase 2 Final Report. 1. CONSTRUCTION SEQUENCE The sequence of construction of the Humpback Creek Intake/Diversion Rehabilitation project was as listed below, beginning with contract award August 3, 2009 and ending with beneficial occupancy June 14, 2011and final acceptance of the work December 01, 2011. Activities were overlapping and worked around stream flows and erosion control and sedimentation plan requirements. Activities were as follows:  Award contract and issue NTP’s August 3, 2009.  Mobilize to site and establish support facilities, begin October 24, 2009.  Establish environmental controls including erosion and sediment control measures.  Clear vegetation and remove overburden from construction areas.  Demolish and remove remnant old structures and conveyance.  Scale, drill and install rock bolts at penstock tunnel outlet portal.  Drill, blast, excavate, bolt and haul Penstock Tunnel muck. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 2 Do not release – protection provided under 18 CFR § 388.112  Scale, drill, blast and remove and haul muck from Intake.  Construct sheet pile coffer dam around Intake construction area.  Scale, drill, blast, bolt and haul muck from left abutment area.  Install shotcrete tunnel lining and install penstock pipe supports and pipe.  Install tunnel portal steel sets and shotcrete in place.  Install outside penstock, penstock pipe concrete encasement and thrust blocks.  Construct temporary stream diversion tunnel around intake and dam site.  Construct coffer dams upstream and downstream from dam construction area.  Construct isolation coffer dam around remnant Bentonite location at demolished old diversion dam.  Remove coffer dam from around Intake construction area.  Excavate stream bed to bedrock and construct foundation pad for dam.  Drill and install vertical rock bolts in dam foundation.  Drill grout curtain holes and pressure grout.  Construct dam from foundation to top.  Install Spillway and Sluiceway Gates and trash racks.  Remove Bentonite remnant from old timber frame dam and associated cofferdam and remove upstream and downstream cofferdams.  Divert stream through spillway and close, plug, backfill and grout temporary diversion tunnel.  Site cleanup and demobilization by contractor June 14, 2011.  Project beneficial occupancy by Owner June 14, 2011.  Project Certificate of Final Acceptance December 01, 2011. 2. MAJOR DESIGN MODIFICATIONS A number of significant design changes were made during the construction of the Humpback Creek project due to the facts on the ground. The project works required adjustments from the original design to accommodate the physical details of site geology and to interface with the existing penstock. 2.1 - The first problem area that had to be designed around was the “shear zone” between TB-10 and TB-11A near the outlet portal of the penstock tunnel. It was determined that the risk to the penstock integrity by burying it across the “shear zone” was too great. Therefore, the penstock and the penstock supports in the area were redesigned to bridge over the faulted zone and the penstock was provided with reinforced concrete encasement to protect the pipe from slides. Exploration with an excavator at the tunnel portal determined that the face of the portal dropped to the bottom of a canyon (presently filled with accumulated alluvial materials due to the old, original timber crib dam installed in 1908) and resulted in the bedrock base originally thought to be available for penstock support was not useable and/or absent. This situation was ameliorated as follows: A) TB-11B, Drawing H01-D-12-1005-R19 (Sheet S-41.5): This thrust block was added 10 LF upstream of TB-10 where suitable bedrock was found near the surface. The sloped bedrock Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 3 Do not release – protection provided under 18 CFR § 388.112 was stepped to support the concrete foundation and four horizontal and five vertical high strength 20 LF rock anchors were added to pin this thrust block to the cliff. B) Penstock Encasement, Drawing H01-D-12-1003-R19 (Sheet S-39.5): The penstock was encapsulated with unsupported, reinforced concrete between TB-11B and TB-11A. This 53 LF span was designed with the assumption that the log crib dam would collapse, releasing the trapped gravel from the vicinity of the shear zone, and leaving the penstock 20 feet in the air. Consequently, this is in effect a beam that will carry the penstock in the air across the plane of the shear zone. C) Debris Slab, Drawing H01-D-12-1006-R19 (Drawing 43.1) DCVR 16: This was required to prevent mass wasting debris from filling the gap between the shear zone cliff and the penstock encasement, thus exerting a horizontal bending moment on the penstock encasement. Nine rock bolts support a 20 LF long reinforced concrete corbel. Ten steel plates resting on the sloped surface of the corbel bridge the gap to the penstock encasement and prevent debris from filling up the gap. D) TB-11A, Drawing H01-D-12-1003 thru 1006-R-19, DCVR 19: Although part of the original design, TB-11A was moved upstream concurrent with the redesigned mouth of the tunnel, enlarged and strengthened to become the moment connection for the penstock encasement beam. The foundation was enlarged to rest on the submerged bedrock and reinforced with six angled high strength rock anchors. The thrust block itself was reinforced with four more rock anchors. E) The Penstock Tunnel was realigned between the Intake and the Outlet Portal so as not to cross any portion of the shear zone area. The tunnel mouth at TB-11A was moved upstream and the penstock pipe angle of the tunnel at TB-12 changed somewhat. The Penstock Tunnel length increased by less than a foot. F) Tunnel Portal Steel Sets: Due to over break near the Penstock Tunnel Outlet Portal, the shape of the tunnel was not conducive to using the multiplate shield. Instead, six custom steel sets site fabricated from unused steel sets procured at outset of the project that were available on site. These were placed and then shotcreted. G) Shotcrete: Shotcrete liner was placed throughout the penstock tunnel, including the bottom four feet of each side. In addition, the entire portal face was shotcreted for added strength and durability. The measured shotcrete strength of 8,800 psi quality of rock inside the tunnel obviated the need for more steel sets in the tunnel other than at the portal. 2.2 - The second change was in the Intake that had two significant design changes, one due to contractor error and the other due to a design oversight. These were: A) Stairways #1, #2 and #3 from the Penstock Tunnel to the operating level of the Intake: Metal stairways were purchased to provide access from the tunnel to the control room as per plan. However, the contractor did not excavate enough rock to provide seven feet of headroom for Stairway #3 pedestrians. To compensate, the toe of Stairway #3 had to be Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 4 Do not release – protection provided under 18 CFR § 388.112 moved closer to the intake, which required the use of concrete steps there and also impacted the layout of the upper two stairways. The walls on either side of Stairway #2 were poured one half inch closer together than the width of the metal steps meaning it too had to be made from concrete. Stairway #1 remained metal; however, the new layout of Stairway #3 and #2 meant that the upper landing of Stairway #1 was pushed closer to the waterproof door and past the door to the control room. The door to the control room was moved toward the 4- line to compensate. B) There was no drain pipe provided for in the plans to convey water past the pony wall near gridlines A-4. A 6-inch PVC pipe visible in Photo 21 was buried in the El. 279 (operating level) slab to correct this and carry the water draining from the upper intake to HBC at the 2- line. To support the pipe and the relocated light pole, the A-line parapet wall and supporting concrete were extended to the 2-line. 2.3 - The diversion dam had several design changes conform to the ground conditions as follows: . A) Curtain Grouting: The curtain grout schedule shown on Drawing H01-D-11-1008-R19 (Sheet C-10.3) was modified after the bedrock was mapped. In order to intersect more joints, the holes were angled from the vertical following Figures 1 and 2 of DCVR 31. B) Rock Anchors: Four vertical HS rock anchors were embedded 15 feet into bedrock and tensioned against the foundation base slab (El. 257 level) of the dam to provide additional strength against shear and overturning moment. C) Spillway: The spillway shown on Drawing H01-D-11-2001-R19 (Sheet S-02.7), in contact with the bedrock and sloping at a 45 degree angle, had to be abandoned due to cost and constructability. The diversion dam was unknowingly sited on the top of a waterfall that was completely submerged under streambed gravel. The lip of the waterfall aligned well with Gridline E. The gravel was partially excavated downstream of the dam to El. 244 in order to discover bedrock. None was found except by probes at El. 238. At this depth, the spillway would require at least 250 CY of concrete. Instead, a cantilevered spillway using 20 CY was built according to Drawing H01-D-11-2006-R19 (Drawing S-44.1), DCVR 32. 2.4- The left abutment of the dam was composed of highly jointed rock. Several design modifications were incorporated to ensure it would survive over the 50 year design life of the dam including: A) Curtain Grouting: Eight holes were added here to fill the joints according to Figures 1 and 2, DCVR 31.Drawing H01-D-11-1008-R19 (Sheet C-10.3) B) Rock Anchors: Four vertical HS rock anchors were embedded along the base of the left abutment from El. 258 in the diversion dam to El. 243 as per Drawing H01-D-11-1004-R19 (Sheet S-06.3). Eight horizontal HS rock anchors were embedded 25 feet into the left abutment, downstream of the dam, to stabilize this cliff. C) Keyway: A 16-inch deep by four-foot long keyway was cut into the left abutment to anchor the left abutment wall near gridline E, Drawing H01-Dd-11-3001-R19 (Sheet S-01.7) Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 5 Do not release – protection provided under 18 CFR § 388.112 3. QUALITY CONTROL TESTING RESULTS All quality control inspection and testing was done in accordance with Appendix E of the Quality Control and Inspection Plan (QCIP). 3.1 – Structural Concrete - The structural concrete mix design for the Humpback Creek Project was used for all structural applications such as the intake structure and diversion dam and penstock encasement and thrust blocks. The same concrete mix design was used for all non-structural requirements such as dental concrete. The structural concrete was formally tested 85 times in 52 separate pours. These results are tabulated in the next two pages. The 28-day compressive strengths reached 8,540 psi and averaged 7,080 psi compared to the 4,000 psi specified. This average would have been higher but for several low readings recorded from Pour 39 to Pour 45 in the winter of 2011. These were due to the cylinders partially freezing in the ice chest before being recovered the next day for long-term storage. Since the actual pours were kept heated, these cylinders underestimate the strength of the product. Pours 16, 40 and 46 exceeded the specified slump limit of 7.5 inches. The 9.5-inch slump measured in Test 3, Pour 16 was immediately mixed with the following 3 inch slump batch. No shrinkage cracks were observed in the 5-wall area of this pour. Test 4, Pour 40, measured a slump of 7.75 inches going into the top few inches of the diversion dam. This was due to a malfunctioning glenium meter in the batch plant. No shrinkage cracks were observed. The 9-inch slump measured in Test 3, Pour 46 was placed in the El. 270 level of the jib crane foundation. Several shrinkage cracks were observed here in the weeks following the pour. The area was coated with Xypex and no further cracking was discovered. See Table 3-1. 3.2 – Shotcrete- The tunnel shotcrete strength was excellent; average 28-day strength of 8,800 psi, see Table 3-2 3.3 – Rock Bolting – Rock bolting was performed in strict accordance with the specifications and tested in accordance with Appendix E-2 of the QCIP. High Strength rock bolting was performed in accordance with Appendix E-2 of the QCIP and approved submittal. All high strength rock bolting was tested and passed. Drawing H01-D-11-1004-R19 shows the left abutment high strength rock bolting layout. Rock bolting is summarized in Table 3.3. 3.4 – Curtain and Contact Grouting – Curtain and contact routing was done in accordance with project plans and specifications. Drawing H01-D-11-1008-R19 shows the foundation grouting plan and H01-11-V1009-R-19 shows actual grout takes for each grout hole in the foundation curtain. Grouting reports are on file CEC. 3.5 – Penstock Steel Pipe field joint welding – Welding of the field joints in the steel penstock pipe was done in accordance with the approved project specifications and field weld Quality Assurance Inspection inspection was performed by Materials Integrity, Inc. Contractor’s third party independent welding inspection was performed by QA Services, Inc. Verification that each pen stock butt weld was a CJP connection was accomplished by performing MT on the joint from the outside of the pipe after the back weld on the inside of the pipe, and back gouging from the outside is complete. By performing MT at that time the inspector was able to verify the seam at the joint created by the two sections of pen stock has been completely removed, allowing the fill pass to tie directly into the backing weld. All field joint welds passed inspection. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 6 Do not release – protection provided under 18 CFR § 388.112 Table 3-1 – Concrete Testing Results. NAME OF CONTRACTOR:Contract No. CEC‐08‐HBC‐02 MOWAT Construction Co. Contract Date:  August 20, 2009 Woodinville, WA Last Up‐Date:  6/2/11 (206)793‐7026 Up‐Dated by:  C. Hayter Pour No. Test No. Date 28 Day 7 Day Unit Wt. Air Slump w/c Remarks Location Cy Used CY Waste 001 1 5/24/10 5.0 5.00 0.45 TB‐11A 44.00 0.00 001 2 5/24/10 6850 5820 147.1 5.9 4.75 0.45 001 3 5/24/10 6910 6160 147.7 5.5 5.00 0.45 002 1 5/27/10 7200 5790 6.2 4.75 0.45 (8 Day) TB‐11B 10.50 2.50 003 1 6/10/10 7410 6020 148.8 5.5 5.50 0.45 (11 Day) Penstock Saddles 2.00 8.00 004 1 6/14/10 7040 4860 147.2 6.2 4.50 0.45 Inlet Rat Slab 6.00 0.00 005 1 6/15/10 7070 5110 147.7 5.9 5.75 0.45 TB‐12 and Inlet Rat Slab 12.00 0.00 006 1 7/6/10 5710 4650 145.6 6.6 7.00 0.45 (9 Day) Inlet Rat Slab 31.00 0.00 007 1 7/17/10 8540 6560 149.8 4.8 5.00 0.45 A Wall 54.50 3.00 007 2 7/17/10 8350 5810 148.4 5.5 6.25 0.45 008 1 7/24/10 4.00 0.43 Inlet Slab 0.50 0.00 009 1 7/27/10 7980 4740 148.5 5.8 4.50 0.45 1 Day = 1940 C Wall 34.00 0.00 010 1 7/29/10 6490 4890 7.5 7.00 0.45 TB‐12 27.25 0.75 010 2 7/29/10 5.3 0.45 011 1 7/31/10 7040 6090 148.1 5.8 6.00 0.45 4 Wall 30.50 0.00 012 1 8/12/10 7440 5660 151.1 6.1 5.75 5 Wall 41.00 0.00 012 2 8/12/10 3.4 7.50 012 3 8/12/10 5.5 7.00 013 1 8/16/10 7.0 7.50 TB‐11A 19.00 1.00 013 2 8/16/10 8130 6680 154.1 3.5 5.25 014 1 8/17/10 8150 6530 150.9 5.3 3.75 Stair 3 5.50 0.00 015 1 8/20/10 TB‐11B 9.50 0.00 015 2 8/20/10 7170 5480 151.1 7.5 6.50 016 1 8/24/10 5.6 4.00 0.45 Intake 39.00 3.00 016 2 8/24/10 6470 4880 148.9 5.0 7.50 0.45 016 3 8/24/10 5630 4040 1.5 9.50 0.45 016 4 8/24/10 8.0 3.50 0.45 017 1 8/25/10 5.5 5.00 0.45 Penstock Beam 42.00 0.50 017 2 8/25/10 6770 4860 149.6 5.0 5.00 0.45 017 3 8/25/10 5.5 5.75 0.45 018 1 8/28/10 7820 6030 152.9 2.9 7.50 0.45 Portal Steel Sets 8.25 0.25 018 2 8/28/10 6830 5220 148.9 5.8 6.75 0.45 018 3 8/28/10 4.0 0.45 018 4 8/28/10 6.0 7.50 0.45 019 1 9/9/10 7170 5770 5.8 4.00 0.45 Stair 2 & 3 5.50 0.50 020 1 9/10/10 7950 6200 5.4 3.50 0.45 A Wall 6.50 5.00 021 1 9/11/10 7250 6550 5.3 6.00 0.45 (11 day) 279 Slab 31.00 0.00 022 1 9/17/10 7590 6120 148.5 5.2 6.00 0.45 A Wall 16.50 0.00 023 1 9/18/10 6980 5120 148.6 5.1 6.00 0.45 4 Line Grade Beam 4.25 0.25 024 1 9/23/10 7680 5730 147.3 6.2 6.50 0.45 3 Line GB, A2 Parapet 15.00 0.00 025 1 9/25/10 7590 6230 4.9 4.50 0.45 Stair 1 & 2 10.50 0.00 HUMPBACK CREEK PROJECT PHASE 2 INTAKE/DIVERSION REHABILITATION  CONCRETE TESTING SPREADSHEET Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 7 Do not release – protection provided under 18 CFR § 388.112 Pour No. Test No. Date 28 Day 7 Day Unit Wt. Air Slump w/c Remarks Location Cy Used CY Waste 026 1 9/29/10 150.3 4.6 3.50 C.1 Wall, 4 Wall 18.50 0.00 026 2 9/29/10 7360 6200 148.2 5.4 5.00 0.45 (12 day) 027 1 10/4/10 7070 5620 148.1 5.8 5.50 0.45 C, B, 5 Corner/Wall 8.00 0.00 028 1 10/7/10 7300 5840 147.0 6.4 5.25 0.45 5.4 Wall 39.50 0.50 028 2 10/7/10 149.0 5.0 4.25 0.44 029 1 10/8/10 148.1 5.9 4.25 0.45 A4 Retaining Wall 2.00 1.00 030 1 10/19/10 7095 5620 148.0 6.0 6.00 0.45 (10 day) 265 Slab, Stair 4 23.00 0.00 031 1 10/20/10 7810 6470 148.3 5.9 5.25 0.45 (9 day) 4 Line Weir 4.50 0.50 032 1 10/21/10 7570 5810 151.0 5.2 7.50 (8 day) 290 Slab 26.00 0.00 032 2 10/21/10 5.6 2.75 0.45 032 3 10/21/10 4.00 033 1 10/25/10 7990 6020 151.3 4.8 7.00 0.42 Penstock Vent Casing 12.00 0.00 034 1 10/26/10 151.6 5.4 2.00 Debris Slab 6.75 0.75 034 2 10/26/10 5.75 035 1 10/29/10 6620 5020 148.4 5.8 5.75 0.45 (14 day) Intake Slab 40.00 0.00 036 1 11/3/10 6890 5610 147.8 6.0 6.25 0.45 (9 Day) Sluice Ramp 10.50 6.50 037 1 11/10/10 7230 150.0 4.5 3.00 0.45 Dam Rat Slab 18.50 2.50 037 2 11/10/10 148.1 4.6 3.50 0.45 Fiber 038 1 11/20/10 7020 6060 7.3 6.00 0.45 Fiber Dam 63.00 0.00 038 2 11/20/10 148.4 5.5 4.50 0.45 Fiber 039* 1 1/17/11 4360 2980 147.1 6.0 5.50 0.45 (10 Day) Fiber Lt. Abut. Pony Wall 2.00 2.00 040 1 2/4/11 7480 5350 147.8 6.0 4.25 0.45 Fiber Dam 96.50 3.50 040 2 2/4/11 147.1 5.4 5.50 0.45 Fiber 040 3 2/4/11 5970 4800 148.0 5.3 5.50 0.45 Fiber 040 4 2/4/11 146.8 7.0 7.75 0.45 Fiber 041 1 2/16/11 7520 150.3 4.2 4.75 0.45 Fiber Sluiceway 43.00 2.00 041 2 2/16/11 149.4 5.2 6.25 0.45 Fiber 042* 1 3/1/11 3890 2450 148.0 5.0 5.25 0.45 Lt. Abut. Wall 45.00 1.00 042 2 3/1/11 146.6 5.5 5.00 0.45 043 1 3/4/11 147.6 5.3 3.75 0.45 Lt. Abut. Parapet 9.00 0.00 044 1 3/4/11 5590 3670 147.6 5.4 2.75 0.45 Fiber Spillway 11.00 2.50 045 1 3/10/11 5530 3980 147.7 4.8 2.75 0.45 Fiber Spillway 7.00 0.50 046 1 3/19/11 150.2 4.8 3.00 Jib Crane Sluice 65.00 3.50 046 2 3/19/11 7650 5480 149.5 4.7 5.50 0.44 046** 3 3/19/11 6640 4800 7.50 046 4 3/19/11 150.8 4.7 6.00 0.43 046 5 3/19/11 7460 5500 149.4 4.9 4.50 0.42 047 1 3/26/11 7970 6380 149.4 5.1 4.25 0.44 Middle Diversion Wall 14.50 0.50 048 1 4/2/11 7890 5910 149.2 4.5 3.25 0.45 Jib Crane Walkway 10.00 0.00 049 1 4/11/11 7740 6120 148.0 4.7 4.50 0.45 Fiber TDT Plug 39.50 2.50 049 2 4/11/11 147.0 5.2 5.25 0.45 (9 Day) Fiber 050 1 4/13/11 147.2 5.4 4.50 0.45 Jib Crane Parapet 4.00 0.00 051 1 4/24/11 5950 4690 144.3 7.1 7.00 0.45 U/S TDT Diaphragm 24.00 0.00 052 1 4/30/11 7460 5820 147.4 5.5 5.25 0.45 D/S TDT Diaphragm 22.50 1.50 *Cylinders were not properly field cured causing low strength results.  Structures were heated and properly cured. **Initial Slump tested at 9", waited, re‐tested at 7.5".  Aggregate piles found to have ice in them.  w/c unknown. Avg. Avg. 28 Day 7 Day Air Slump CY Used CY Waste psi 7080 5460 5.4 5.25 1171.00 56.00 STDV 911 886 Note:  When the low strength outliers from the improperly field cured cylinders are removed, the STDV decreases by about 1/3. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 8 Do not release – protection provided under 18 CFR § 388.112 Table 3-2 – Shootcrete Testing Results. HUMPBACK CREEK PROJECT PHASE 2 INTAKE/ DIVERSION REHABILITATION SHOTCRETE TESTING SPREADSHEET NAME OF CONTRACTOR:Contract No. CEC‐08‐HBC‐02 MOWAT Construction Co. Contract Date:  August 20, 2009 Woodinville, WA Last Up‐Date:  10/5/11 (206)793‐7026 Up‐Dated by:  D. Wood Date Date Test age Ultimate Length Area Compressive Strength Average 28‐Day Sample Made Tested (Days) Load (Lbs) (In) (In^2) (kPa) (PSI) Strength (PSI) 1344 3/13/2010 3/16/2010 3 9800 5.32 5.70 11850 1720 1344 3/13/2010 3/17/2010 4 22780 5.52 5.66 27740 4020 1344 3/13/2010 3/20/2010 7 30740 5.51 5.68 37290 5410 1344 3/13/2010 3/20/2010 7 32260 5.55 5.64 39430 5720 1344 3/13/2010 4/10/2010 28 50240 5.61 5.61 60700 8810 1344 3/13/2010 4/10/2010 28 49700 5.56 5.56 60300 8750 8780 1347 3/27/2010 4/5/2010 9 41140 5.50 5.70 49700 7210 1347 3/27/2010 4/5/2010 9 42020 5.50 5.68 51000 7390 1347 3/27/2010 4/24/2010 28 46780 5.62 5.68 56700 8230 1347 3/27/2010 4/24/2010 28 53540 5.69 5.68 64800 9400 8820 28 Day psi 8800 STDV 479 Table 3.3 - Rock Bolting Contract No. CEC-08-HBC-02 Contract Date: August 20, 2009 Location of Rock Bolts ID Depth Drill date V-Angle Encap Encap Date Pull test PT date Lockoff Debris slide (extra by JR)DS-1 6' 12-May 22 Epoxy 12-May 14K 17-May Yes DS-2 6' 12-May 18 Epoxy 12-May 14K 17-May Yes DS-3 6' 12-May 16 Epoxy 12-May 14K 17-May Yes DS-4 6' 12-May 20 Epoxy 12-May 14K 17-May Yes DS-5 6' 12-May 26 Epoxy 12-May 14K 17-May Yes DS-6 6' 12-May 18 Epoxy 12-May 14K 17-May Yes HUMPBACK CREEK PROJECT PHASE 2 INTAKE/DIVERSION  REHABILITATION ROCK BOLT INSTALLATION RECORD MOWAT Construction Co. Woodinville, WA (206)793-7026 NAME OF CONTRACTOR: Table 3.3 - Rock Bolting, continued Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 9 Do not release – protection provided under 18 CFR § 388.112 Table 3.3 - Rock Bolting, continued Location of Rock Bolts ID Depth Drill date V-Angle Encap Encap Date Pull test PT date Lockoff TB11A Face TB11A-F1 18 8-May 15 Grout 11-May NT (per JR) NA No TB11A-F2 18' 8-May 15 Grout 11-May NT (per JR) NA No TB11A-F3 18' 8-May 15 Grout 11-May NT (per JR) NA No TB11A-F4 18' 8-May 15 Grout 11-May NT (per JR) NA No TB11A-F5 18' 8-May 30 Grout 11-May NT (per JR) NA No TB11A-F6 18' 8-May 30 Grout 11-May NT (per JR) NA No TB11A Slab TB11A-S1 18 3-Jun 60 Grout 3-Jun 41K 7-Jun Yes TB11A-S2 18' 3-Jun 60 Grout 3-Jun 41K 7-Jun Yes TB11A-S3 18' 3-Jun 60 Grout 3-Jun 41K 7-Jun Yes TB11A-S4 18' 3-Jun 60 Grout 3-Jun 41K 7-Jun Yes TB11A-S5 18' 3-Jun 60 Grout 3-Jun 41K 7-Jun Yes TB11A-S6 18' 3-Jun 60 Grout 3-Jun 41K 7-Jun Yes TB11A (Extra by JR)TB11A-4 18 4-Jun 5 Grout 5-Jun NT NA No TB11A-1 18 4-Jun 70 Grout 5-Jun NT NA No TB11A-2 18 4-Jun 70 Grout 5-Jun NT NA No TB11A-3 9 5-Jun 90 Epoxy 5-Jun NT NA No TB11B (Horizontal)TB11B-1 18 7-May 90 Grout 7-May NT NA No TB11B-2 18 7-May 90 Grout 7-May NT NA No TB11B-3 HS 25 7-May 90 Grout 7-May NT NA No TB11B-4 HS 25 7-May 90 Grout 7-May NT NA No TB11B (Vertical)TB11B-V1 18 12-May 90 Grout 18-May 41K 27-Aug Yes TB11B-V2 18 12-May 90 Grout 18-May 41K 27-Aug Yes TB11B-3 V3-HS 25 12-May 90 Grout 18-May 41K 27-Aug Yes TB11B-4 VS-HS 25 12-May 90 Grout 18-May 41K 27-Aug Yes extra by JR TB11B-V5 18 12-May 70 Grout 18-May NT NA No Intake Cable Anchors ICA-1 8' 90 Grout No NA ICA-2 8' 90 Grout No NA ICA-3 8' 90 Grout No NA ICA-4 8' 90 Grout No NA ICA-5 8' 90 Grout No NA ICA-6 8' 90 Grout No NA ICA-7 8' 90 Grout No NA ICA-8 8' 90 Grout No NA ICA-9 8' 90 Grout No NA ICA-10 8' 90 Grout No NA ICA-11 8' 90 Grout No NA ICA-12 8' 90 Grout No NA ICA-13 8' 90 Grout No NA ICA-14 8' 90 Grout No NA ICA-15 8' 90 Grout No NA ICA-16 8' 90 Grout No NA Left Abutment HS Bolts LAB-1 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes (Horizontal)LAB-2 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes LAB-3 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes LAB-4 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes LAB-5 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes LAB-6 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes LAB-7 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes LAB-8 25' 25-May 90 Grout 28-Jan 88K 2-Feb Yes Left Abutment HS Bolts LAB-9 15' 10-Jan 0 Grout 22-Jan 88K 31-Jan Yes (Vertical)LAB-10 15' 10-Jan 0 Grout 22-Jan 88K 31-Jan Yes LAB-11 15' 10-Jan 0 Grout 22-Jan 88K 31-Jan Yes LAB-12 15' 10-Jan 0 Grout 22-Jan 88K 31-Jan Yes HUMPBACK CREEK PROJECT PHASE 2 INTAKE/DIVERSION  REHABILITATION ROCK BOLT INSTALLATION RECORD Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 10 Do not release – protection provided under 18 CFR § 388.112 4. CONSTRUCTION PROBLEMS The contractor had chronic problems in three areas: dealing with winter temperatures; diverting HBC around the work area; and dealing with silty water. Working in freezing conditions was new for this Seattle contractor. All their water lines routinely froze up because they never purged them after the last use. This caused much delay on an almost daily basis in the winter of 2011. In addition, the contractor constantly underestimated the amount of diesel required to heat the concrete, causing them to run low on six occasions. When the fuel barge was not forthcoming, the contractor had to divert man hours to hauling fuel from Cordova 300 gallons at a time in their crew boat. Several methods were used to divert HBC through or around the dam construction area. In the winter of 2010, the contractor tried using submerged 42-inch and 54-inch pipes and gabion sluices to convey water through the work area. These worked only at low water. Consequently they submitted a Temporary Stream Diversion Plan to FERC, asking permission to blast a diversion tunnel around the site through the left abutment. This was granted and work began on the Temporary Diversion Tunnel (TDT) in July, 2010; see Photo 17. HBC was successfully diverted in September, 2010, and flowed through the TDT until the dam and spillway were completed in April, 2011. The TDT was backfilled with shot rock and 832 sacks of grout before being abandoned. The most persistent problem was dealing with the silty water generated by construction activities. The sediment weirs shown in the plans and built in the winter of 2010 only worked during low flows. The contractor was advised repeatedly that they needed to construct a pipeline to convey silty water out of the canyon. Instead, they tried using the flume road to filter the silt out of the water. This worked as long as they did no in-stream work at flows under 70 cfs, which would generate too much water to filter; consequently they lost many low-flow days and the dry month of September, 2010, to any construction of the dam. By October, 2010, the voids in the flume road were full and it could filter no more silt. At that point the contractor mobilized an 8-inch HDPE Location of Rock Bolts ID Depth Drill date V-Angle Encap Encap Date Pull test PT date Lockoff Dam Rock Anchors DRA-1 15' 10-Jan 0 Grout 22-Jan 88K 31-Jan Yes (Vertical)DRA-2 15' 11-Jan 0 Grout 22-Jan 88K 31-Jan Yes DRA-3 15' 11-Jan 0 Grout 22-Jan 88K 31-Jan Yes DRA-4 15' 11-Jan 0 Grout 22-Jan 88K 31-Jan Yes Intake Slope Anchor Vertica ISAV-1 6' 16-Jun 90 Epoxy 16-Jun No (extra by MCC)ISAV-2 6' 16-Jun 90 Epoxy 16-Jun No ISAV-3 6' 16-Jun 90 Epoxy 16-Jun No ISAV-4 6' 17-Jun 90 Epoxy 17-Jun No ISAV-5 6' 17-Jun 90 Epoxy 17-Jun No ISAV-6 6' 17-Jun 90 Epoxy 17-Jun No Intake Brow IB-1 6' 8-Jun varies Epoxy 8-Jun No IB-2 6' 8-Jun varies Epoxy 8-Jun No IB-3 6' 8-Jun varies Epoxy 8-Jun No IB-4 6' 8-Jun varies Epoxy 8-Jun No IB-5 6' 8-Jun varies Epoxy 8-Jun No IB-6 6' 8-Jun varies Epoxy 8-Jun No IB-7 6' 9-Jun varies Epoxy 9-Jun No IB-8 6' 9-Jun varies Epoxy 9-Jun No IB-9 6' 9-Jun varies Epoxy 9-Jun No IB-10 6' 9-Jun varies Epoxy 9-Jun No HUMPBACK CREEK PROJECT PHASE 2 INTAKE/DIVERSION   REHABILITATION  ROCK BOLT INSTALLATION RECORD Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Page 11 Do not release – protection provided under 18 CFR § 388.112 pipeline leading from the dam to the Inlet, via the penstock. This was operational from December, 2010 through completion of in-stream work and greatly increased productivity. 5. INSTRUMENTATION There is no instrumentation in the structures or foundations of the Intake/Diversion or conveyance tunnel. All instrumentation is operational for gate control and water level monitoring. In the spring of 2011, all the operational instrumentation was checked and/or calibrated. The mechanical gauges in the APC cabinet, showing the flow rate and the pressure of the compressed air in the Obermeyer air supply piping, operated normally. The inclinometer sensor recording the angle of the Obermeyer gate was installed, calibrated and connected to SCADA and the PLC system. Two pressure transducers installed in April became operational during May. The exterior transducer at gridline A-2 was calibrated to show two elevations: El. 266 when water first enters the 3x8 sluice; and El. 269 when water overtops the trashrack weir. The interior transducer near gridline A-3 shows the water level downstream of the El. 269 weir. A hole was drilled in each transducer conduit to allow air to enter or escape in response to the changing water level. 6. PHOTOGRAPHS See the following ten pages. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 PROGRESS PHOTOGRAPHS Photo 1: Eighteen rock bolts at the outlet portal on January 5, 2010. Photo 2: Drilling to blast the tunnel at the outlet portal on January 14, 2010. Photo 3: Excavating overburden at the upper intake on January 22, 2010. Photo 4: Preparing to blast a bench into rock at the intake on February 24, 2010. Photo 5: Shotcreting the tunnel on March 5, 2010. Photo 6: Drilling another bench at the intake on March 20, 2010. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 7: The future intake after a blast on March 24, 2010. Photo 8: Shotcreting the outlet portal on March 31, 2010. Photo 9: Excavating the intake on April 13, 2010. Photo 10: Preparing to install the first HDPE penstock section on April 15, 2010. Photo 11: Drilling to install rock anchors under TB- 11A on May 8, 2010. Photo 12: Pouring the TB-11A foundation on May 24, 2010. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 13: Installing steel sets at the outlet portal on May 27, 2010. Photo 14: Intake, slope mats, and sheetpile diversion wall on June 19, 2010. Photo 15: MT inspection of penstock pipe field weld July 29, 2010 Photo 16: MT inspection of penstock pipe field weld July 30, 2010 Photo 17: Intake and penstock on July 15, 2010. Photo 17: Beginning to drill the temporary diversion tunnel on July 19, 2010. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 18: Welding new penstock to the existing penstock at TB-10 on August 4, 2010. Photo 19: The intake thimble within the 5-wall rebar on August 9, 2010. Photo 20: Preparing to pour the intake square to round transition on August 12, 2010. Photo 21: The modified Stairway 3 soffit prior to the pour on August 21, 2010. Photo 22: Penstock encasement reinforcing on August 19, 2010 Photo 23: Thrust Block 11B reinforcing and rock anchors on August 19, 2010 Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 24: Preparing to pour the El. 279 slab on September 11, 2010. Photo 25: Beginning to lay out handrail over the manway, TB-11B and the penstock encasement on September 17, 2010. Photo 26: The tunnel walkway on October 5, 2010. Photo 27: Driving the downstream cofferdam across HBC on October 16, 2010. Photo 28: Investigating the old remnant bentonite limits on October 20, 2010. Photo 29: Pouring the debris slab at the outlet portal on October 26, 2010. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 30: Pouring the internal sluice at the intake on October 29, 2010. Photo 31: Cleaning bedrock at the diversion dam on November 3, 2010. Photo 32: The completed debris slab on November 4, 2010. Photo 33: Pouring the diversion dam dental concrete to El. 251 on the E-line, November 10, 2010. Photo 34: Rebar and curtain grouting guides to El. 257 of the dam on November 19, 2010. Photo 35: Xypex waterproofing the El. 290 slab of the intake on December 6, 2010. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 36: Curtain grouting dam foundation on December 9, 2010 Photo 37: Curtain grouting dam foundation on December 17, 2010 Photo 38: Building the portal wall on December 9, 2010. Photo 39: Excavating the keyway in the left abutment on January 8, 2011. Photo 40: Drilling curtain grout holes in the left abutment on January 12, 2010. Photo 41: Rebar and anchor bolts between El. 257 and El. 264 of the dam on January 26, 2010. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 42: Curtain grouting hole 20 at the left abutment of the dam on February 11, 2011. Photo 43: The bottom mat of rebar under the 3x8 sluice on February 12, 2011. Photo 44: Excavating bentonite near the old abutments on February 19, 2011. Photo 45: Trying to find bedrock on which to found the spillway on February 22, 2011. Photo 46: Terminating the SCADA cabinet in the control room on February 28, 2011. Photo 47: Pouring the left abutment wall on March 1, 2011. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 48: Pouring the redesigned spillway on March 4, 2011. Photo 49: Preparing to insert the left UHMW plate in the middle wall of the dam on March 23, 2011. Photo 50: Pouring the El. 279 deck under the jib crane on April 2, 2011. Photo 51: HBC re-diverted across the left bay on April 4, 2011. Photo 52: The upstream plug of the TDT on April 25, 2011. Photo 53: Welding new handrail at TB-10 on May 3, 2011. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 Photo 54: Installing the gabion wall on the right bank on May 6, 2011. Photo 55: Pressure grouting the voids between the two diaphragm walls in the TDT on May 6, 2011. Phot o 56: Installing the Obermeyer gate on May 12, 2011. Photo 57: HBC running over the Obermeyer weir on May 17, 2010. Photo 58: Looking upstream on May 26, 2011. Photo 59: The almost finished intake and diversion dam on May 28, 2011. Humpback Creek Rehabilitation Phase II Final Construction Report Contains Critical Energy Infrastructure Information Do not release – protection provided under 18 CFR § 388.112 APPENDIX A AS-CONSTRUCTED RECORD DRAWINGS (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c) BAR # BAR SIZE LD - CASE 1, ΨT = 1.0 LD - CASE 1, ΨT = 1.3 LD - CASE 2, ΨT = 1.0 LD - CASE 2, ΨT = 1.3 3 0.375 14.23 18.50 21.35 28.39 4 0.5 18.97 24.67 28.46 37.00 5 0.625 23.72 30.83 35.58 46.25 6 0.75 28.46 37.00 42.69 55.50 7 0.875 41.50 53.96 62.26 80.93 8 1 47.43 61.66 71.15 92.50 9 1.128 53.51 69.56 80.26 104.34 10 1.27 60.24 78.31 90.36 117.47 11 1.41 66.88 86.95 100.32 130.42 14 1.693 80.31 104.40 120.46 156.60 18 2.257 107.06 139.18 160.59 208.76 (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). H01-D-11-V1009-R19 H01-D-11-V1009-R19 H01-D-11-V1009-R19(CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c) (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). PLAN ELEVATION (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). PLAN ELEVATION (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c). (CEII) material under 18 CFR § 388.113(c).