Spillway DWG Block for AutoCAD

Spillway conduit, to Chemususu 200m about long, and the high of the wall is up to 3 meters 9metros tappering alo. Highest experinced in the Richter scale is 4. the thickness of the base slab vary from 1.5 to 1 m, depending on the type of wall

Drawing labels, details, and other text information extracted from the CAD file:

transition area for excavation slopes, point c dam axis, ground level, distribution of elements, gravel surfacing, assumed rock head, note this drawing shows only principle of structural reinforcement without taking account work, phases, support, bracing, etc., consulting engineers, no., revisions, sign., date, appr. mowd, checked, republic of kenya, national water conservation and pipeline corporation, section head, date:, division head, dept. head, managing director, chemususu dam – tender document – spillway chute sections and reinforcements, rev., nwcpc, design by:, langat

Raw text data extracted from CAD file:

\A1;Transition area for Excavation slopes \A1;SPILL WEIR see drawing No. 303 \A1;L \A1;CHUTE L = 194m \A1;FLIP BUCKET See drawing no. 305 \A1;4.50 \A1;10,000 \A1;1,500 \A1;1,000 \A1;12,000 \A1;1,500 \A1;1,000 \A1;600 \A1;600 \A1;12,000 \A1;4,000 \A1;10,000 \A1;10,000 \A1;600 \A1;1500 \A1;1500 \A1;1000 \A1;1000 \A1;Varies from 1.8 to 2.12m \A1;7000 \A1;1000 \A1;L \A1;600 \A1;1500 \A1;1500 \A1;1000 \A1;Varies from 1.40 to 1.60m \A1;7000 \A1;L \A1;1000 \A1;600 \A1;1500 \A1;1000 \A1;1000 \A1;Varies from 1.10 to 1.40m \A1;7000 \A1;L \A1;600 \A1;1500 \A1;1000 \A1;1000 \A1;Varies from 0.90 to 1.00m \A1;7000 \A1;9,040 \A1;1,700 \A1;4,100 \A1;5,500 \A1;4,000 \A1;10,000 \A1;3,000 \A1;500 \A1;12,000 \A1;500 \A1;184400 \A1;61980 \A1;4060 \A1;97945 \A1;184400 \A1;97945 Transition area for Excavation slopes Point C Dam axis P1 P1a P1b BH3 (2239.80) on the axis T5 (2232.00) on the axis (2240.00) (2334.50) (2330.00) (2334.00) (2330.50) SPILL WEIR see drawing No. 303 Datum line 2280.00 Ground Level 2330 2335 2340 2345 2345 2346 2340 2335 2330 2329 Distribution of Elements TYPE 1 (T1) 5 elements T1 = 10.20m L = 51.00m 7 Elements T2 = 10.20m L = 71.40m TYPE 2 (T2) CROSS SECTION P2 1:250 CROSS SECTION P1 1:250 Section TYPE 1 Assumed rock head in chute V = 2500m/s ((H/2V) in pumice tuff P1b P1a P1 ((H/5V) in Ignimbrites See drawing No. 07 Section A-A NG L Y16-09-@250 Y16-07-@330 Y25-08-@250 1 5 Y32-05-@250 L = 5.35 Y25-06-@250 Gravel surfacing \L(20cm thick) Drainage see no. 407 Section B-B 2328 2327 2326 2325 2324 2323 2322 2321 2320 2319 2318 2317 CHUTE L = 194m LONGITUDINAL SECTION 1:500 (ALONG CHUTE AXIS) P2 4 Elements T3 = 10.20m L = 40.80m TYPE 3 (T3) TYPE 4 2 El. = 10.20m L = 30.80m 1 El. = 10.40m CROSS SECTION P3 1:250 TYPE 1 L variable from 7.50 to 9.08 Y25-03-@250 Y16-04-@330 Y32-01-@150 CHUTE TYPICAL SECTIONS AND REINFORCEMENT 1:75 15,000 13,000 17,000 GL PD 2320 2328 2330 2335 2340 2345 2350 2325 2330 2335 gravel surfacing Assumed rock head V = 2500m/s (20 cm thick) Section TYPE 2 Assumed rock head V = 2500m/s 2296.80 22,000 2310 2315 2320 2325 26,000 30,000 NOTE This drawing shows only principle of structural reinforcement without taking account work, phases, support, bracing, etc. Section TYPE 4 1 2 1/5 gravel surfacing coarse (20 cm thick) 1 2 T9 (2321.24) 10m off the axis BH6 (2318.25) 10m off the axis T10 (2308.25) 5m off the axis P3 FLIP BUCKET See drawing no. 305 2316 2315 2314 2313 2310 2305 4.50 2300.00 2298.00 2300 1 2 1 2 GL PD 7,000 7,000 6,000 6,000 8,000 12,000 7,000 7,000 1 5 5 5 5 5 1 5 5 5 5 5 5 NG 5 1 2 5 1 5 5 NG 5 5 5 5 5 Varies from 1.8 to 2.12m 7000 L Y16-17-@250 Y16-18-@330 Y20-16-@250 1 5 Y25-14-@250 L = 5.35 Y25-15-@250 TYPE 2 L variable from 5.50 to 7.50 Y25-11-@250 Y16-13-@330 Y25-10-@250 <> 5 5 5 5 Varies from 1.40 to 1.60m 7000 L Y16-25-@250 Y16-26-@330 Y20-24-@250 Y25-22-@250 L = 3.60 m Y25-23-@250 TYPE 3 L variable from 4.00 to 5.50 Y16-21-@250 Y25-18-@250 <> 5 5 5 5 Varies from 1.10 to 1.40m 7000 L Y16-34-@250 Y16-35-@330 Y20-33-@250 Y25-31-@250 Y25-32-@250 TYPE 4 L variable from 3.00 to 4.00 Y16-30-@250 Y20-27-@250 <> 5 5 5 Varies from 0.90 to 1.00m 7000 5 5 5 5 5 5 5 5 5 5 <> <> Y25-02-@250 B2 & T2 Y25-12-@250 B2 & T2 Y25-20-@250 B2 & T2 Y25-19-@250 Y20-28-@250 Y20-29-@250 B2 & T2 5 L = 3.60 m <> <> <> otieno odongo & partners CONSULTING ENGINEERS REPORT 40066 R.10 P.O. Box 54021-00200 NAIROBI – KENYA No. REVISIONS SIGN. DATE APPR. MOWD DATE BY CHECKED BY CHECKED BY CHECKED REPUBLIC OF KENYA NATIONAL WATER CONSERVATION AND PIPELINE CORPORATION SECTION HEAD DATE: DIVISION HEAD DATE: DEPT. HEAD DATE: MANAGING DIRECTOR DATE: \T1.35;GREATER NAKURU WATER SUPPLY PHASE I CHEMUSUSU DAM – TENDER DOCUMENT – SPILLWAY CHUTE SECTIONS AND REINFORCEMENTS Scale: 1:500 DRWG. No.: 304 Rev. NWCPC DATE: DEC 2008 DESIGN BY: LANGAT DATE: DEC 1989