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A Assembly _ uu Breaker _ ac m 8 w N Stub out'far uture addition o ,- ol/ f on f t b r court and i�ot u sport f� 11 : 9LY'1 _ d vot tevbal l . I III 1 { Stub out for future F addition of Building - 18 (Size lateral ateral nB5 -to , . . accommodate on additions N lg se�ing ung •. &; Design :'. n9 & ';Design mrnttg.j & Design fi o z units ., � � 1.. __ • ��T _��_.. a_.w� � - � � — _ — _ _ _ — ;_..�. — — — --. ,l - �.- _. .._ PH 111 AS'ifnitn J 100 1 Xivnek Tiap Rd. College Station TX 778 0 a APRIL 2003 0 � ®I r: J 4 VICINITY MAP N.T.S. INDEX OF SHEETS ENGINEER: (979) 260-6963 17) 994-4663 COVERSHEET . - FINAL PLAT OSP - OVERALL SITE PLAN SP - SITE P LAN GP - GRADING i - SANITARY SEWER SYSTEM i STORM WATER DRAINAGE PLAN & PROFILE WSU - WATER, SEWER & UTILITY PLAN PPP - STORM WATER POLLUTION PREVENTION PLAN] i DIMENSION ; COORD JP - JOINTING PLAN i - ; SANITARY SEWER D ETAILS #2 - PAVEMENT & STORM DRAIN DETAILS 1 3 - D ETAILS --d. Located /Krenek Tap ; hAL REQUIREMENTS STANDARD 29 CFR PART 1926, SUBPART P shall ed for design of trench safety requirements. Should be any conflict between this drawing and CFR 1926, aRT P, the OSHA Standard shall prevail. :tion of employees in excavations against cave -ins gainst falling rock, soil or material by use of an "adequate n. An exception being when the excavation is in stable )r when the excavation is less than 5 feet deep and nation by a competent person provides no evidence that e -in should be expected. Protection from falling rock, r material includes scaling to remove loose rack or soil, Dtion of protective barricades and other „ equivalent ;tion." Material or equipment which might fall or roll into covation must be kept at least two feet from the edge of Otions, or have retaining devices, or be prevented from with a combination of both precautions. inspections of excavations, adjacent areas, and :tive systems by a competent person and the removal of ad employees if evidence of possible cave -ins, failure of :tive systems, hazardous atmospheres, or other hazardous ions until necessary precautions have been taken. mpetent person" should remain at the worksite continually employees are within an open excavation where protective ns are being used. ial of or neutralization of surface encumbrances which :reate a hazard. ite location of underground installations (sewer, one, electrical, fuel and other lines; storage tanks, etc.) to digging; pinpoint actual locations as estimated Ins are approached. s, runways, ladders or stairs as means of access /egress be within 25 feet of an employee work area if a trench is eet or more deep. Ig systems for mobile equipment including barricades, I Is or stop o mechanical signals, or , P s. 9 9 3 and Controls for hazardous atmosphere including ency rescue equipment and daily inspections for potentially sous conditions by a "competent person." Controls include ually attended lifelines during descent into bell - bottom oles or similar excavations. rt systems such as shoring, bracing, or underpinning to the stability of adjacent structures such as buildings, or sidewalks. SOIL CLASSIFICATION as per Appendix A to Subpart P, OSHA 29 CFR Part 1926 TYPE A Type A means cohesive soils with an unconfined compressive strength of 1.5 tsf (144kPa) or greater. Examples of cohesive soils are: clay, silty clay, sandy clay, clay loam and in some cases, silty clay loam and sandy clay loam. Cemented soils such as caliche and hardpan are also considered Type A. However, no soil is Type A if: 1) The soil is fissured; or 2) The soil is subject to vibration from heavy traffic, pile driving, or similior effects; or 3) The soil has been previously disturbed; or 4) The soil is part of a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or greater; or 5) The material is subject to other factors that would require it to be classified as a less stable material. TYPE B 1) Cohesive soil with an unconfined compress- ive strength greater than 0.5 tsf (48 kPa); or 2) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silty loam, sandy loam and in some cases, silty clay loam and sandy clay loam. 3) Previously disturbed soils except those which would otherwise be classed as Type C soil. 4) Soil that meets the unconfined compressive strength or cementation requirements for Type A, but is fissured or subject to vibration; or 5) Dry rock that is not stable; or 6) Material that is part of a sloped, layered system where the layers dip into the excavation on a slope less steep than I vertical 4H:1V but only if t he four horizonta to one ( )> Y material would otherwise be classified as Type B. TYPE C 1) Cohesive soil with an unconfined compressive strength of 0.5 tsf (48kPa) or less; or 2) Granular soils including gravel, sand and loamy sand; or 3) Submerged soil or soil from which water is freely seeping; or 4) Submerged rock that is not stable; or 5) Material in a sloped, layered system where the layers dip into the excavation on a slope of four horizontal to one vertical (4H:1V) or steeper. REQUIREMENT FOR PROTECTIVE SYSTEMS MAXIMUM ALLOWABLE SLOPES (H:V) SUPPORT SHIELD AND OTHER PROTECTIVE SYSTEMS (FOUR OPTIONS) SLOPING AND BENCHING SYSTEMS (FOUR OPTIONS) 1) Designs for timber shoring in trenches set in accordance 1) A slope of 34 degrees or less, in lieu of soil with the conditions and requirements determined by using classification. A slope of this gradation or less is considered Appendices A and C (timber shoring for trenches) of 29 CFR, Part safe for any type of soil. 1926, Subpart P. For aluminum hydraulic shoring, Appendices 2) Maximum allowable slopes and allowable configurations A and D of 29 CFR, Part 1926, Subpart P, can be used if for sloping and benching systems will be determined through use manufacturers' tabulated data is not available. of Appendices A (Soil classification) and B (Sloping and 2) Designs of support systems, shield systems or other protective Benching) of 29CFR Part 1926, Subpart P. systems using manufacturers' tabulated data may be used, deviation 3) Designs of sloping or benching shall be selected from, allowed only with specific, written approval of the manufacturer. and be in accordance with, data provided in written form. The text 3) Designs of support systems, shield systems or other protective to identify: Criteria that affect the selection, the limits of systems using other tabulated data may be used provided the data is use of the data, and sufficient explanatory data as necessary to in writing and includes: Explanatory information to aid the user assist in making a correct choice of a protective system. in making a selection, the criteria determining the selection, and At least one copy of the tabulated data identifying the the limits on the use of the data. At least one copy of the Registered Professional Engineer who approved the information information, including the identity of the RPE, is to be kept at the shall be maintained at the jobsite during the time the work is worksite during construction of the protective system. being carried out. 4) Design systems not using any of the three previously cited options 4) Excavations can be designed by a Registered Professional must be approved by a Registered Professional Engineer, shall be in Engineer, put in written form and kept at the worksite, but must writing and include the identity of the RPE and details such as sizes, include, at least, the magnitude and configuration of the slopes types and configurations of the materials to be used. At least one determined to be safe for the project and the name of the RPE who copy of the plan is to be at the job site during construction. approved the plan. According to the new standard, information necessary for the 5 safe installation, placement, use and removal of any trench 3 x 8 support system must be available at the work site at all times. TABLE OF MAXIMUM ALLOWABLE SLOPES NOTES: 1. Numbers shown in parentheses next to maximum allowable slopes are angles expressed d o I m degrees from the horizontal. Angles have been rounded off. 9 9 2. A short -term maximum allowable slope of 1/2H:1V (63 deg.) is allowed in excavations in Type A soil that are 12 feet (3.67m) or less in depth. Short -term maximum allowable slopes for excavations greater than 12 feet (3.67m) in depth shall be 3/4H:1V (53 deg.). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a Registered Professional Engineer. 4. For acceptable slope and benching configurations, see figure B -1 in OSHA Standard 29 CF Part 1926, Subpart P. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or equiv. W /bending strength not less than 850 psi Douglas fir or equiv. w /bending strength not less than 1500 psi MAXIMUM ALLOWABLE SLOPES (H:V) SO I L OR ROCK TYPE FOR EXCAVATIONS LESS THAN 20 FEET DEEP STABLE ROCK VERTICAL (90 deg) Horizontal Spacing Feet TYPE A 3/4 : 1 (53 deg) TYPE B 1:1 (45 deg) TYPE C 1 1 /2 : 1 (34 deg) NOTES: 1. Numbers shown in parentheses next to maximum allowable slopes are angles expressed d o I m degrees from the horizontal. Angles have been rounded off. 9 9 2. A short -term maximum allowable slope of 1/2H:1V (63 deg.) is allowed in excavations in Type A soil that are 12 feet (3.67m) or less in depth. Short -term maximum allowable slopes for excavations greater than 12 feet (3.67m) in depth shall be 3/4H:1V (53 deg.). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a Registered Professional Engineer. 4. For acceptable slope and benching configurations, see figure B -1 in OSHA Standard 29 CF Part 1926, Subpart P. TIMBER TRENCH SHORING - MINIMUM TIMBER REQUIREMENTS Mixed oak or equiv. W /bending strength not less than 850 psi Douglas fir or equiv. w /bending strength not less than 1500 psi Soil Type A Pa= 25xH +72 psf (2 ft Surcharge) Pa= 45xH +72 psf (2 ft Surcharge) Soil Type C Pa= 80xH +72 psf (2 ft Surcharge) SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Cross Braces Wales Uprights of Trench {feet Horizontal Spacing Feet Width of Trench (Feel )Vert. Pacing (Feet) Size (In} . pacin Vert Feet M aximum allowable horizontal spacln feet Up to Up t p t Up t 12 U p to Close I of Bur feet 4 81.3 76.3 UpTo6 4x44x44x66x66x6 x 44 6 x66x66x6 4 x 44 x 6 4 Not Rea d 5 2x6) na 2x 6 2x6 4x12 5 Up To 8 4x44x4 6 x 66 x66x66x6 x 8 x 81 4 Reid 5 2x61 3 x 8 2x6 4 x 8 2x8 Up to 10 U P To 10 4x64x6 8x10 x66x66x6 8x10 6x8 4 8x 4 2 x 6 19.9 2x6 20" na na Up To 12 4x64x66x x 6 66 x66x6 6 x 6 4 8x8 4 OPT. MOISTURE OPT. 2x6 Up To 6 4 x 44 x 44 x 6 x 6 6 x 6 4 Read 1 5 2 x 6 1 2 x 6 3 x 8 %WET OF 10 UpTo8 4x6 8x10 8x10 8x10 1000 4 8 4 2 x 6 2x6 REQUIREMENTS Up to 15 Up To 10 6 x 66 x 5 6 x 6 - 8 6 x 8 4 8x1 4 3-64x10 1 2x6 2 x 6 Up To 126x66x66x66x86x8 6 x 66 I x 66 I x 6 4 10x10 4 I 3x8 Up To 6 6 x 6 6 x 66 x 66 x 8 6 x 8 4 6 x 8 4 3 x 6 1 15 UpTo8 6x66x6 8 x 818 6 x66x86x8 x 85 x 1 4 8x8 4 3x6 x 12 Up to 20 Up To 10 8 x 8 8 x 88 x88x88x1 18x10 10x10 4 8x 1 4 3x6 1 Up To 12 8 x 88 x 88 - 88 x 8 5 x ld 4 11000 1 4 3 x 6 1 Over 2C Note (1) Soil Type A Pa= 25xH +72 psf (2 ft Surcharge) Pa= 45xH +72 psf (2 ft Surcharge) Soil Type C Pa= 80xH +72 psf (2 ft Surcharge) SIZE ACTUAL AND SPACING OF MEMBERS ** )epth Cross Braces Wales Uprights of French {feet) Horizontal Spacing (Feet) Width of Trench (Feet) Vert. Spacing (Feet) Size (In) Vert. pacing Feet axlmum a owa a horizonta spacing (feet) Up to 4 Up to Up to Up to 12 Up to Close I of Bur feet 4 81.3 76.3 Up To 6 4x 64x6 x 44 6 x66x66x6 4 x 44 x 6 5 6x8 5 2x6) na 2x 6 4 x 6 4x12 5 UpTo8 6 x 6 6 x 66 x 6 x 8 x 81 5 8 x 10 5 2x61 3 x 8 2x6 4 x 8 4 X 8 10 io Up To 10 (6x66x66xE 8x10 8x10 8x10 6x8 5 0 x 10 5 2 x 6 19.9 2x6 20" na na See Note 11 6 x 6 x 66 x 6 6 x 6 4 8 x 8 4 OPT. MOISTURE OPT. 4 x 6 Up To 6 6 x 616 x 616 x 6 x 8 6 x 8 5 8 x 8 1 5 2 x 6 1 2 x 6 4 x 10 %WET OF 10 Up To 16x816x816x818x88x8 8x10 8x10 8x10 1000 5 Ox 10 5 2 x 6 12x 6 REQUIREMENTS Up to 15 Up To 10 8x818x88x818x88x10 6 x 66 x 66 x 6 6 x 6 5 10x12 5 3-64x10 1 2x6 4 x 6 See Note 1 6 x 66 I x 66 I x 6 4 8 x 10 4 I 4 x 10 Up To o" 6x86x86x818x88x8 8x10 8x10 8x10 lI0x10 6 x 6 5 8 x 10 5 3x61 1 15 Up To 8 8 x 8 8 x 818 x 88 x 85 x 1 5 10 x 12 5 3 x 61 x 12 0 Ta 2 P Up To 10 8x10 8x10 18x10 18x10 10x10 5 2 x 12 5 3 x 6 1 See Note 1 6x66x66x66x86x8 1 1 ( ''4 8x12 4 3-64x12 1 )ver 2d See Note (1) Soil Type A Pa= 25xH +72 psf (2 ft Surcharge) Pa= 45xH +72 psf (2 ft Surcharge) Soil Type C Pa= 80xH +72 psf (2 ft Surcharge) SIZE (ACTUAL) AND SPACING OF MEMBERS '* Depth Cross Braces Wales Uprights of Trench feet Horizontal Spacing Feet W of Trench (Feet) Vert. Spacing (Feet) Size (in) Vert. Spacing Feet Moximum aslo horizontal �feet) See Note 2 Up to 4 Up tol A Up t 1 0 Up to 19 Up to 15 Close I of Bur feet 4 81.3 76.3 UpTo6 16 x86x8 x 44 x88x88x8 4 x 44 x 6 5 8 x 10 5 2x6) na 116.7 4 x 6 4x12 5 UpT0 8 18 x 8 8 x 8 x 88 x 88 x 1C 5 10x 12 5 2x61 3 x 8 na 4 x 8 4 X 8 Up to 10 Up To 10 1 8x10 8x10 8x10 8x10 10x10 5 12 x 1 5 2 x 6 19.9 4x6 20" na na See Note 11 6 x 6 x 66 x 6 6 x 6 4 8 x 8 4 OPT. MOISTURE OPT. 4 x 6 Up To 6 8 x 8 8 x 8 x 88 x 8 8x10 5 10 x 1 5 2 x 6 4x 10 4 x 10 %WET OF 10 Up To 8 8x10 8x10 8x10 8x10 1000 5 12 x 1 5 2 x 6 4x 6 REQUIREMENTS Up to 15 See Note 1 .6,x 6 6 x 66 x 66 x 6 6 x 6 4 8 x 8 4 3-64x10 4 x 6 See Note 1 6 x 66 x 66 x 66 x 66 x 6 4 8 x 10 4 4 x 6 4 x 10 Up To 6 5 x 10 8x10 8x10 8x10 lI0x10 6 x 6 5 12 x 1 5 3 x 6 1 15 See Note 1 6 x 6 6- 66 x 66 x 6 6 x 6 4 8 x 8 4 3 x 64 x 12 Up to 20 See Note 1 6x66x66x66x66x8 1 8x 818 x88x88x8 4 8 x 10 4 3x6 See Note 1 6x66x66x66x86x8 1 1 ''4 8x12 4 3-64x12 Over 20 See Note (1) Soil Type A Pa= 25xH +72 psf (2 ft Surcharge) Pa= 45xH +72 psf (2 ft Surcharge) Soil Type C Pa= 80xH +72 psf (2 ft Surcharge) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Piles Ig (1) Member sizes at spacings other than Indicated are to be determined as specified in � J 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one -half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two I eet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Maximum Depth Chart Using Typical Water and Sewer Trench Detail SIZE ACTUAL AND SPACING OF MEMBERS ** Depth Cross Braces Wales Uprights of Trench feet Horizontal Spacing (Feet) Width of Trench Fee V. pa cm {Feet) Size (In) � Vert• pacln Feet Maximum all horizontal s acm feet Up to 4 Up to Up to Up to Up to Close Maximum Dept of Bur feet 4 81.3 76.3 Up To 6 x 4 x 44 x 4 x 44 x 6 4 Not Red Nqt Re d 3 x 6 na 116.7 4 x 6 4x12 5 Up To 8 4 x 4 x 44 x 44 x 64 x 6 4 Not Red Not Red 3x6 3 x 8 na 4 x 8 4 X 8 Up t0 10 Up To 10 4x6 4 x64- 6 6x66x6 x 8 4 8x 8 4 19.9 4x6 20" na na Up To 724_- 6 x 6 x 66 x 6 6 x 6 4 8 x 8 4 OPT. MOISTURE OPT. 4 x 6 Up To 6 _4.x 4 4 4 x 46 x 6 6 x 6 4 Re Re 3x6 4x 10 4 x 10 %WET OF 10 UpTo8 4x64x 64x E6 x 66x 6 4 6x8 4 1 3x64x10 4x 6 REQUIREMENTS Up to 15 Up To 10 .6,x 6 6 x 66 x 66 x 6 6 x 6 4 8 x 8 4 3-64x10 4 x 6 Up To 12 6 x 66 x 66 x 66 x 66 x 6 4 8 x 10 4 4 x 6 4 x 10 Up To 6 6 x_6 6 x 66 x 66 x 6 6 x 6 4 6 x 8 4 3 x 6 15 Up to Up To 8 6 x 6 6- 66 x 66 x 6 6 x 6 4 8 x 8 4 3 x 64 x 12 20 Up To 10 6x66x66x66x66x8 1 8x 818 x88x88x8 4 8 x 10 4 3x6 Up To 12 6x66x66x66x86x8 1 1 ''4 8x12 4 3-64x12 Over 2 Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Piles Ig (1) Member sizes at spacings other than Indicated are to be determined as specified in � J 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one -half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two I eet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Maximum Depth Chart Using Typical Water and Sewer Trench Detail SIZE (ACTUAL) AND SPACING OF MEMBERS RR Depth of Cross Braces Wales Uprights Trench (feet) Horizontal Spacing (Feet) Width of Trench (Feet) Vert. Spacing (Feet) Size (In) Vert. pacing (Feet Maximum allowable horizontal s acln P feet g Up to 4 Up to 6 Up to 9 Up to 12 Up to Close Maximum Dept of Bur feet 4 81.3 76.3 UpTo6 4x64x64x66x66x6 6 x 6 6 x 66 x 6 8. 8 5 6x8 5 3 x 6 na 116.7 10" 4x12 5 Up To 8 14x 64 x 6 x 66 x 66 x 6 5 8 x 8 5 3x6 3 x 8 na 4 x 8 23.3 Up to 10 Up To 10 4x64x6 6 x 68 x66x66x8 x 88 x 8 5 8 x 10 5 19.9 r4x 20" na na See Note 1 na 24" na na 15.9 na OPT. MOISTURE OPT. MOISTURE UpTo6 6x616x66x66x86x8 6-86 x 0 x 88 x 8 5 8x8 5 3x6 4x 10 0TO4 %WET OF 10 UpTo8 6x816x86x x 88 8 8x88x8 x 8 5 10 x10 5 1 3x64x10 ONE TEST PER 200' OF REQUIREMENTS Up to 15 Up To 10 6x816x8 8x8Bx88x8 5 10x12 5 3-64x10 See Note 1 I I Up To 6 6 x 816 x 86 x 86 x 88 x 8 5 8 x 10 5 4 x 6 15 Up To 8 6 x 816 x 810" x 88 x 88 x 81 5 10 x 12 5 4 x 6 Up to 20 Up To 10 8 1 8x 818 x88x88x8 5 2x 12 5 4x6 See Note 1 1 1 Over 2C See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Piles Ig (1) Member sizes at spacings other than Indicated are to be determined as specified in � J 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one -half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two I eet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Maximum Depth Chart Using Typical Water and Sewer Trench Detail SIZE ACTUAL AND SPACING OF MEMBERS ** Depth of Cross Braces I Wales Uprights Trench (feet) Horizontal Spacing P g (Feet) width of Trench (Feet) Vert. Spacing (Feet) Size (In) Vert. pacing Feet Maximum allowable orizon a spacln {feet Up to 4 Up to 6 Up to g Up to 12 Up to Size Maximum Dept of Bur feet 4 81.3 76.3 Up To 6 6 x 6 6 x 6 6 x 66 x 6 8. 8 5 1 8 x 8 5 3 x 6 na 116.7 10" 33.5 5 UpTo8 6 x 6 6 x 66 x618x88x8 28 na 5 10x10 5 3x6 24.7 na 15" 23.3 Up to 10 Up To 10 6 x 6 6 x 68 x 818 x 88 x 8 5 103x6 x12 5 19.9 na 20" na na See Note 1 na 24" na na 15.9 na OPT. MOISTURE OPT. MOISTURE Up To 6 6 x 8 6-86 x 0 x 88 x 8 5 10x10 5 4 x 6 0TO4 %WET OF 10 UpTo8 8x88 x 88 x 88x88 MOISTURE x 8 5 12x12 5 4 x 6 ONE TEST PER 200' OF REQUIREMENTS Up to 15 See Note 1 FILL I S- Note 1 1 Up To 6 8 x 8 8 x 818 x E 8x10 800 5 10x12 5 4 x 6 15 See Note 1 Up to 20 See Note 1 See Note 1 Over 20 See Note (1) TRENCH SAFETY NOMENCLATURE GENERAL NOTES FOR TIMBER TRENCH SHORING TABLES: Piles Ig (1) Member sizes at spacings other than Indicated are to be determined as specified in � J 1926.652(c), " Design of Protective Systems." 2) When conditions are saturated or submerged, use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three Inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure of water and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possible between them. (3) All spacing indicated is measured center to center. (4) Wales to be installed with greater dimension horizontal. (5) If the vertical distance from the the center of the lowest crossbrace to the bottom of the trench exceeds two and one -half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. (6) Trench jacks may be used in lieu of or in combination with timber crossbraces. (7) Placement of crossbraces. When the vertical spacing of crossbraces is four feet, place the top crossbrace no more than two I eet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. Maximum Depth Chart Using Typical Water and Sewer Trench Detail O pp, R E 0 U 5 ) 5 3 I RE G� P N G I .P. 5 I P 9 dT �R E OROI65. ON D tE �D PFERE CO EOU 1E PT GWP06 VC, �E 5 OF 5�"Pq UTILITY CROSSING DETAIL NOTE: IF CLEAR. DIST. IS LESS THAN 2', THE ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 DIP (MANHOLE TO MANHOLE) NON- STRUCTURAL ( STRUCTURAL AREAS AREAS EXCAVATED TRENCH WIDTH COMPACTION IN FINAL BACKFILL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED 6" COMPACTED THICKNESS. u_ COMPACTION IN INITIAL BACKFILL ZONE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. Y E z INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. INSTALL AND COMPACT IN Sewer Line Water Line Spec. D3034 D2241 C905 C900 SDR 26 26 25 14 Class nc 160 165 200 Size Maximum Dept of Bur feet 4 81.3 76.3 na 219.3 6 54,5 51.5 na 152.5 8" 40.7 39.7 na 116.7 10" 33.5 32.8 na 95.8 12" 28.5 28 na 81 14" na 25.7 24.7 na 15" 23.3 na na na 16" na na 21.8 na 18" na 20.5 19.9 na 20" na na 18.2 na 24" na na 15.9 na O pp, R E 0 U 5 ) 5 3 I RE G� P N G I .P. 5 I P 9 dT �R E OROI65. ON D tE �D PFERE CO EOU 1E PT GWP06 VC, �E 5 OF 5�"Pq UTILITY CROSSING DETAIL NOTE: IF CLEAR. DIST. IS LESS THAN 2', THE ENTIRE LINE MUST BE CONSTRUCTED OF CL 350 DIP (MANHOLE TO MANHOLE) NON- STRUCTURAL ( STRUCTURAL AREAS AREAS EXCAVATED TRENCH WIDTH COMPACTION IN FINAL BACKFILL ZONE COMPACTION OF ALL FILL SHALL BE AT A MOISTURE CONTENT EQUAL TO OPTIMUM AND UP TO A MAX. 4% ABOVE OPTIMUM. EACH LIFT SHALL NOT EXCEED 6" COMPACTED THICKNESS. u_ COMPACTION IN INITIAL BACKFILL ZONE USE HAND TAMPERS OR IMPACT TAMPERS TO ACHIEVE DENSITY. MAINTAIN MOISTURE CONTENT NEAR OPTIMUM TO MINIMIZE COMPACTIVE EFFORT. AVOID CONTACT WITH PIPE AND MAINTAIN A MINIMUM OF 6" OVER PIPE CROWN WHEN USING SMALL MECHANICAL COMPACTORS. Y E z INSTALL AND COMPACT IN 6" MAX LAYERS. WORK IN HAUNCH ZONE AROUND PIPE BY HAND TO PROVIDE UNIFORM SUPPORT. INSTALL AND COMPACT IN SEE PAVEMENT SECTION FOR DEPTH. R.C.P. PIPE PER ASTM C -76 CLIII NON - STRUCTU AREAS BEDDING MATERIAL= TO EXTEND 6" BELOW BOTTOM OF PIPE CEMENT STABILIZED SAND BACKFILL/ BEDDING SPECIFICATIONS: DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: ><Topsoil -6" Max \ \� PAVEMENT \ A. SAND- Clean durable sand meeting grading requirements for fine aggregates of ASTM \ NEW k x x x x x x x \ \\ , \,�, SECTION ,\� \�� \\ following requirements: MATERIAL 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. ,rr m 2. Deleterious materials: ................ (a) Clay lumps, ASTM C142; less than 0.5 percent. ............... ..`x•24 "���D�PTH• (b) Lightweight pieces, ASTM C123; less than 5.0 percent _ _ - - - DETECTOR -* - TAPS ::::::: :o .:.:.:.:.:.:.:: (c) Organic impurities, ASTM C40; color no darker than the standard color. N (d) Plasticity index of 4 or less when tested in accordance with ASTM D4318. MAX. PER / .... �/ / // / / •. . . . .. . . . . . MAX. PER ....... . . . . . . ......'''''' / ...:.:.:.:.:.:.:.:.:.: / / substances, meeting requirements of ASTM C94. 5P IN _ u E gF� YIP / P� ........... SEE PAVEMENT SECTION FOR DEPTH. R.C.P. PIPE PER ASTM C -76 CLIII NON - STRUCTU AREAS BEDDING MATERIAL= TO EXTEND 6" BELOW BOTTOM OF PIPE CEMENT STABILIZED SAND BACKFILL/ BEDDING SPECIFICATIONS: DESCRIPTION: This item shall govern the mixing and placement of cement stabilized sand as a trench backfill material or bedding material. Placement shall be in conformity with the typical sections shown on the Plans or as described in the Special Provisions. MATERIALS: CLASS OF MATERIAL A. SAND- Clean durable sand meeting grading requirements for fine aggregates of ASTM C33, and the following requirements: MATERIAL 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. 2. Deleterious materials: (a) Clay lumps, ASTM C142; less than 0.5 percent. (b) Lightweight pieces, ASTM C123; less than 5.0 percent STRUCTURAL (c) Organic impurities, ASTM C40; color no darker than the standard color. STRUCTURAL (d) Plasticity index of 4 or less when tested in accordance with ASTM D4318. MAX. PER B. CEMENT- Type I Portland Cement conforming to ASTM C150. MAX. PER C. WATER- Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. IV A OR IV B REQUIREMENTS FOR DESIGN: D1557 @ Design sand - cement mixture to produce a minimum unconfined compressive strength of 50 pounds per square inch in 48 hours and 100 pounds per square inch in 7 days. All compaction shall be to 95% in accordance with ASTM D558. All curing shall be in accordance with ASTM D1632 and tested in accordance with ASTM D1633. 4% WET OF Mix shall contain a minimum of 1 -1/2 sacks of cement per cubic yard for general purposes. Mix for use as sanitary sewer embedment within 9 feet of waterlines shall contain 2 sacks of cement per cubic yard. All mixes shall have a moisture content between 0% to 2% above optimum OPT. MIXING: A. Thoroughly mix sand, cement and water according to the mix design using a pugmill -type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B. Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. PLACING CEMENT STABILIZED SAND: A. Place cement stabilized sand mixture in 8 -inch lifts and compact to 95% of ASTM D558, unless otherwise specified. The moisture content during compaction shall be between 0% to 2% above optimum. Perform and complete compaction of cement stabilized sand mixture within 4 hours after mixing at the plant. B. Do not place or compact cement stabilized sand mixture in standing or free water. FIELD QUALITY CONTROL: A. The cement content will be checked on samples obtained in the field whenever there are apparent changes in the. mix properties. B. Mixing plant inspections will be performed periodically. Material samples will be obtained and tested if there is evidence of change in material characteristic. C. Random samples amp es of delivered product will be taken in the field at point of delivery for each day of placement in a work area. Specimens will be prepared in accordance with ASTM D1632 and tested for 48 -hour compressive strength in accordance with ASTM D1633. MEASUREMENT AND PAYMENT: No direct payment will be made for cement stabilized sand under this item. Payment for cement stabilized sand should be included in the unit price for the applicable utility or structure installation. A� 4,� C c y C S �om 0 Q o w N m U q) a- r M a� Q.°_' � (D 3 0 0 °0 0 U) 0 Q Civil Enginee Hydraulics; Hyc Utility Planning 2 Site Planning & Street Des: Subdivision Plannim 6" MAX LAYERS. WORK IN 4" BEDDING ©OR LEVEL FINAL GRADE BY HAND. (MIN) SEE NOTE 1 8' MIN (tYP) 12' MAX WHERE THE TRENCH BOTTOM IS UNSTABLE, EXCAVATE TO A DEPTH AS REQUIRED BY THE ENGINEER AND REPLACE WITH A FOUNDATION OF TYPE "D" MATERIAL. PLACE AND COMPACT TO ACHIEVE 85% MOD. PROCTOR DENSITY. THIS ITEM SHALL CONSTITUTE "EXTRA WORK" AND SHALL BE PAID FOR AS EXCAVATION. TYPICAL WATER AND SEWER TRENCH DETAIL FOR P VC, DIP, CMP, AND TYPE K COPPER TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO MAIN AND SERVICE LINE BID ITEMS. BACKFILL MATERIAL LEGEND CLASS OF CLASS OF MATERIAL COMPACTION REQUIREMENTS MATERIAL PER ASTM D2321 -89 STRUCTURAL NON- STRUCTURAL 95% MAX. PER 85% MAX. PER OA IV A OR IV B ASTM D1557 @ ASTM D1557 @ 0 TO 4% WET OF 0 TO 4% WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER © II, 111, OR © ASTM D1557 @ ASTM D1557 @ 0 TO 4% WET OF 0 TO 4% WET OF OPT, MOISTURE OPT. MOISTURE © CEMENT STABILIZED SAND 95% ASTM MAX. PER D558 @ 95% ASTM MAX. PER D558 @ (SEE SPECIFICATION THIS SHEET) 0 TO 2% WET OF 0 TO 2% WET OF OPT. MOISTURE OPT. MOISTURE 95% MAX. PER 85% MAX. PER @D 1A OR 18 ASTM D1557 @ ASTM D1557 @ 0TO4 %WET OF 0TO4 %WET OF OPT. MOISTURE OPT. MOISTURE TESTING ONE TEST PER 200' OF REQUIREMENTS TRENCH PER 2' FILL Depth of Bury in feet is measured to the Flowline of the pipe. na = Not Available nc =no pressure class pip "TFR AT sN oo 20, G,kgp I-INE • p D1F egNGR R NE RF '7 . , a TRENCH AND EMBEDMENT TO BE SUBSIDIARY TO UNIT PRICE OF PIPE. NOTE 1: UNDER NORMAL CIRCUMSTANCES THE CONTRACTOR SHALL USE TYPE "B" MATERIAL FOR BEDDING AND IN THE HAUNCH ZONE. ONLY WITH THE PERMISSION AND AT THE DIRECTION OF THE ENGINEER SHALL THE CONTRACTOR USE TYPE "D" MATERIAL AS SHOWN. NOTE 2: BACKFILL OF STRUCTURES- WHEN STRUCURES (MANHOLES, INLETS, JUNCTION BOXES, ETC.) ARE WITHIN STRUCTURAL AREAS (AS DEFINED ON THIS SHEET) CEMENT STABILIZED SAND BACKFILL SHALL BE REQUIRED. USE CLASS III MATERIAL IN ALL OTHER AREAS. NOTE 3: DETECTOR TAPE IS NOT REQUIRED ON DIP OR CMP. ASTM D2321 -89 CLASSES OF EMBEDMENT & BACKFILL MATERIALS Class IA: Angular, Crushed Rock, no fines Class IB: Angular, Crushed Rock and sand, well graded to minimize migration of adjacent soils. Little or no fines. Class 11: Coarse Grained Soils, Clean. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Class III: Coarse Grained Soils with Fines. Native soils from the trench generally do not meet this requirement. The contractor may use native materials from the trench only after providing soils laboratory test demonstrating compliance. Bank run sand generally meets this requirement Class IV A: Select Material from the Trench consisting of Fine- Grained Soils (inorganic). Inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty clays, lean clays. This material must have a liquid limit >50 and a Plasticity Index >7 and > "A" Line. See specification (ASTiM D2321 -89) for details. Class IV B: Select Material from the Trench consisting of Fine- Grained Soils (inorganic). Inorganic clays of medium to high, plasticity, fat clays, inorganic silts, fine sandy or silty soih,, elastic silts. Clays V: Organic Soils. Material from the Trench which does not meet the requirements above. All rocks, lumps, and clods must be removed from this material prior to placement in the trench. This material is only appropriate for topsoil in the non - structural trench. D, Of 12 S f' 8 "MIN wi oiuc uv'. '8 "MIN 12 "MAX 12 "MAX 7A 7A ( I 7A — 7A I 7B ( I 7B 7B ( I 7B - - 8A 8A I 8A 8A I I ---- -H I SS M 17 8B 8g 8B 8B '9 E CROSS TIMBERS DR. —T t SOU HWES CROS ING PHAS ONE I ( I I ( ( 26B I 27A I 27B I 28A I 28B I 29A I 29B I 30A I 30B I 31 A 31 B I 32A 1 32B 1 i 24A 24B 25A 25B 26A ( I I I ( I I ( I I I I I I I BLO ,K "1 _ N 42 °23'36" E - 190.28' N 42 °21'14" E - 264.23' 1/2" Iron Rod 1 /2" Iron Found I Rod Found o cf) IV IV 20' Utility Easement WINDSOR POINTE 2354/257 — PLAT LOT 1 20' Utility Easement Vol. 642, Pg- N 42 °21'14" E - 247.49' N 41 °5842" E - 282.76' Iron Rod Found I I I 1 I - 1 t �I < °1 ►�QI LOT 2 CD�i Acres 7.012 N 42 °31 48 E - 4 60.72 4293/301 4291 /14 I 11 ? N 42 °31'00" E - 249731' 00 L0 - I Cn T 4- ILO s -� &.702 Acres Lf') I 1 /2"I on z o ITl Found \ I N \ \� CA C14 I cri Variable Width \'t Drainage \ C31 Easement \ O \ N 58.78' _41.22' Iron oun .0 42'30'00 "E 100.00' 5/ 8 " Iron ( 1/2" Iron ° o Ex. Drainage o o Fd Rod Found •7.X Easement N . t -------------- _. - - - -- --- - - - - -- Found — — — — — � "— S 42° 15'36 W - 1 85.20 S 42 °31'50" W - 518.41' _ f K re n e k Tap Road 15' Public Utility Easement (60' ROW) I M. RECTOR (ICL), TRACT 32, 1 49.09 ACRES HATTIE KAPCHINSKI CENTRAL PARK M. RECTOR (ICL), TRACT 7, 47.14 ACRES CITY OF COLLEGE STATION _ I Mitchell & Morgan, x I M -P l OD (D I 77840 00 < ' and developer(s) of O � I this plat, and designated herein as the E. & M. Jones Farm Place `"M X LOT 1, BLOCK 1 ` X cn PHOENIX ADDITION M m I 1 "' ° BEAUTIFUL SAVIOR 1 oQ h ° EVANGELICAL LUTHERAN I 1 3 0 682/775 0 Cn � 0 z N kE ( M ( Q REMAINDER OF 9.143 I -�-- -- co 3 ' ACRE TRACT J co LINDA JOY ISHIMITSU, ° 60 (J1 TRUSTEE 2516/116 J 1 I 3.001 ACRE TRACT I � 3.175 ACRE TRACT I 1 1 ARTHUR AND I rn ARTHUR AND NANCY WRIGHT NANCY WRIGHT \ FAMILY LIMITED CO FAMILY LIMITED Iron PARTNERSHIP PARTNERSHIP Found I 4293/301 4291 /14 I 11 ? N 42 °31'00" E - 249731' 00 L0 - I Cn T 4- ILO s -� &.702 Acres Lf') I 1 /2"I on z o ITl Found \ I N \ \� CA C14 I cri Variable Width \'t Drainage \ C31 Easement \ O \ N 58.78' _41.22' Iron oun .0 42'30'00 "E 100.00' 5/ 8 " Iron ( 1/2" Iron ° o Ex. Drainage o o Fd Rod Found •7.X Easement N . t -------------- _. - - - -- --- - - - - -- Found — — — — — � "— S 42° 15'36 W - 1 85.20 S 42 °31'50" W - 518.41' _ f K re n e k Tap Road 15' Public Utility Easement (60' ROW) I M. RECTOR (ICL), TRACT 32, 1 49.09 ACRES HATTIE KAPCHINSKI CENTRAL PARK M. RECTOR (ICL), TRACT 7, 47.14 ACRES CITY OF COLLEGE STATION _ Mitchell & Morgan, x I M COUNTY OF TEXAS Ste. 204 O IN 77840 00 < __ _______ owner(s) and developer(s) of O � I this plat, and designated herein as the E. & M. Jones Farm Place I X LOT 1, BLOCK 1 ` X cn PHOENIX ADDITION tv I and public places — PHASE ONE — "' ° BEAUTIFUL SAVIOR 1 oQ h ° EVANGELICAL LUTHERAN � rf CDCHURCH OF COLLEGE STATION 1 00 m 0 682/775 0 Cn � 0 a) � N kE Q I -�-- -- co 3 _20' Utility Easement — -2 0 31'50" W - 312.72' N 42 0 23'44" E - 177.97' N 42 °24'25" E 60.00' ( I I I C C M �7 I O I �( I C7 I CD Q X o Q I Q I Q m M cD �(D N 42 °31'48" E 60.00' Iron Rod Found s� SCALE: 1 " = 60' CENTRAL P, VICINITY MAP N.T.S. CERTIFICATE OF OWNERSHIP AND DEDICATION STATE OF TEXAS Mitchell & Morgan, L.L.P. COUNTY OF TEXAS Ste. 204 College Station, TX 77840 00 ____ ______ _________ __ _ ___ __ _______ owner(s) and developer(s) of the land shown on this plat, and designated herein as the E. & M. Jones Farm Place M the City of College Cn � °D subscribed hereto, hereby I I I public forever all streets, alleys, parks, easements, and public places thereon z �� �> z I N -P \J r -P ° I (�o CIA I Q J I�I °It''I I kE N 42 0 23'44" E - 177.97' N 42 °24'25" E 60.00' ( I I I C C M �7 I O I �( I C7 I CD Q X o Q I Q I Q m M cD �(D N 42 °31'48" E 60.00' Iron Rod Found s� SCALE: 1 " = 60' CENTRAL P, VICINITY MAP N.T.S. CERTIFICATE OF OWNERSHIP AND DEDICATION STATE OF TEXAS Mitchell & Morgan, L.L.P. COUNTY OF TEXAS Ste. 204 College Station, TX 77840 I (We) ___ ____ ____ ______ _________ __ _ ___ __ _______ owner(s) and developer(s) of the land shown on this plat, and designated herein as the E. & M. Jones Farm Place Subdivision to the City of College Station, Texas, and whose name(s) is /are subscribed hereto, hereby dedicate to the use of the public forever all streets, alleys, parks, easements, and public places thereon shown for the purpose and consideration therein expressed. Owner(s IC/) 10 cn M STATE OF TEXAS COUNTY OF BRAZOS Before me, the undersigned authority, on this day personally appeared _ _ _______known to me to be the person(s) whose names) is /are subscribed to the foregoing instrument, and acknowledged to me that he /they executed the some for the purpose and consideration therein stated. Given under my hand and seal on this — ___ - - -- day of - ---- ------- - - -- -, 2002. Notary Public, Brazos County, Texas w N J 100 I I CERTIFICATE OF CITY ENGINEER I, _ ------ ---- ---- ----- ----- -- - - - -, City Engineer of the City of College Station, Texas, hereby certify that this Subdivision Plat conforms to the requirements of the Subdivision Regulations of the City of College Station. City Engineer City of College Station APPROVAL OF PLANNING AND ZONING COMMISSION O I — __ - - - -- ____ __ _____ ____ __ Chairman of the Planning and Zoning Commission of the City of College Station, hereby certify that the attached plat was duly _ approved by the Comr, fission on the - - -_ - -- day of —___ —_ , 2002. ---------------------------- Chairman 1 i 4- ° N 42 °3 E -_ 08 h m I X I z PHOENIX ADDITION C 1 — PHASE ONE — I "FUTURE LOT" 1.00 Cn O ACRE TRACT FROM / �� I Q I� 9.143 ACRES / / G I C14 2516/116 �• / ( G O 't I 10 I 1 S 42 °31'50" W - 208.00' NOTES: 1. Lien holder: Commerce National Bank, a branch of Lubbock National Bank, 1221 University Drive East, College Station, TX 77840. Attention to Thomas H. Auginbaugh III. 2. Buried pipelines and utilities were not uncovered and located, but drawn where signs and other visible features indicate. 3. Basis of Bearing: Bearings are Texas State Plane, Central Zone, NAD -83 datum, based on City of CS 1994 GPS control monument No. 128. 4. Right of Way Easement from Ernest Jones, et ux to The City of Bryan, dated January 25, 1950, recorded in Volume 141, page 469, Deed Records of Brazos County, Texas. (Blanket). 5. There is no floodplain on this property per FEMA map panel 144. 6. The development of Lot 1 shall be limited to approximately fifty (50) dwelling units until such time as Central Park Lane is constructed through the extent of Lot 2, Block 1 of the E. & M. Jones Farm Place Subdivision property and a secondary access is provided to Lot 1. 7. Central Park Lane is to be constructed with Lot 2 or adjacent Lot 3, which ever is developed first. 8. Lots 1 and 2 will be considered 1 building plot for site plan approval. CERTIFICATE OF SURVEYOR I, Brad Kerr, Registered Public Surveyor No. 4502, in the State of Texas, hereby certify that this plat is true and correct and was prepared from an actual survey of the property and that property markers and monuments were placed under my supervision on the ground. Brad Kerr, R.P.L.S. No. 4502 CERTIFICATE OF THE COUNTY CLERK STATE OF TEXAS COUNTY OF BRAZOS 1, Karen McQueen, County Clerk, in and for said county, do hereby certify that this plat together with its certificates of authentification was filed for record in my office on the day of ________ 2002, in the Official Public Records of Brazos County, Texas, in Volume — Page — __-- - - -__. County Clerk Brazos County, Texas Lot 1, Bl FINAL PLAT PREPARED AND SUBMITTED OCTOBER 2002 SCALE: 1 INCH = 60 FEET OWNER: Waterwood Townhoma, L.P. Mastertouch Custom Haines, Inc., General Partner 4200 Woodland Park Court Arlington, TX 7601!;3 ENGINEER: Mitchell & Morgan, L.L.P. 511 University Dr. E, Ste. 204 College Station, TX 77840 Phone (979) 260 -6963 SURVEYOR: Kerr Surveying Co. 505 Church St., P.O. Box College Station, TX 77E Phone (979) 268-31c Located �g Krenek Tap ation= 274.69 U) o o U) - U) a 6 -C c ❑a no s a - U) cr) 6 U) Q MTV O Q 90 O 5 N-0 N m o _J Tp Ia m C N N O n _Y O PHII Phase II Phose III J _ Q) q a O � N a � O L d o_ PH. 11 I Phase IV Phase IV I > > Q) > a > _O a a I r I Q) ( a a U) a Phase Plan Phase I 1 - 7 units 4x3b + 3x4b = 24 bedrooms 2 - 6 units 4x3b + 2x4b = 20 bedrooms 3 - 7 units 4x3b + 3x4b = 24 bedrooms 4 - 7 units 4x3b + 3x4b = 24 bedrooms 27 units 192 bedrooms Phase II 5 - 6 units 4x3b + 2x4b = 20 bedrooms 6 - 3 units 2x3b + 1x4b =10 bedrooms 7 - 8 units 5x3b + 3x4b = 27 bedrooms 8 - 8 units 5x3b + 3x4b = 27 bedrooms 9 - 6 units 4x3b + 2x4b = 20 bedrooms 10 - 6 units 4x3b + 2x4b = 20 bedrooms 11- 6 units 4x3b + 2x4b = 20 bedrooms 12 - 6 units 4x3b + 2x4b = 20 bedrooms 13 - 3 units 2x3b + lx4b =10 bedrooms 52 units / 174 bedrooms Phaar-. M 14 - 6 units 4x3b + 2x4b = 20 bedrooms 15 - 6 units 4x3b + 2x4b = 20 bedrooms 16 - 7 units 4x3b + 3x4b = 24 bedrooms 17 - 8 units 5x3b + 3x4b = 27 bedrooms 18 - 8 units 5x3b + 3x4b = 27 bedrooms 35 units / 118 bedrooms Z/ 0-1- Phase IV 19 - 6 units 4x3b + 2x4b = 20 bedrooms 20 - 6 units 4x3b + 2x4b = 20 bedrooms 21 - 7 units 4x3b + 3x4b = 24 bedrooms 22 - 8 units 5x3b + 3x4b = 27 bedrooms 23 - 8 units 5x3b + 3x4b = 27 bedrooms 24 - 6 units 4x3b + 2x4b = 20 bedrooms 25 - 6 units 4x3b + 2x4b = 20 bedrooms 26 - 7 units 4x3b + 3x4b = 24 bedrooms 27 - 8 units 5x3b + 3x4b = 27 bedrooms 28 - 7 units 4x3b + 3x4b = 24 bedrooms 69 units / 233 bedrooms Addresses 1001 Krenek Tap Road Parking Legend Phase I Parking Spaces Required: 1 Space per Bedroom = 92 Spaces. Parking Spaces Provided: 103 spaces Parking Legend All Phases Parking Spaces Required : 1 Space per Bedroom = 617 Spaces. Parking Spaces Provided: 689 spaces Density Legend Density =183 units on 13.72 acres 183 units / 13.72 acres = 13.34 units per acre Allowable Density =16 units/ acre * 13.72 acres = 220 units Parking Spaces Required By Phase Phase I: Parking Spaces Required: 92 Spaces. Parking Spaces Provided: 103 Spaces Phase II: Parking Spaces Required: 174 Spaces. Parking Spaces Provided: 190 Spaces Phase III: Parking Spaces Required: 118 Spaces. Parking Spaces Provided: 135 Spaces Phase IV: Parking Spaces Required: 233 Spaces. Parking Spaces Provided: 261 Spaces VICINITY MAP N.T.S. GENERAL CONSTRUCTION NOTES: 1. It shall be the responsibility of the Contractor to verify the exact location of ALL existing underground utilities. Furthermore, the Contractor shall contact all utility company representatives a minimum of 48 hours in advance of any excavation. a. Contact Dig Tess @ 1- 800 - 344 -8377 b. Contact Kean Register at Oncor, Tel: 774-2501 c. Contact Mike Lavender at Cox Cable, Tel: 846 -2229 2. All construction shall be in accordance with the current City of College Station Standard Specifications for Street Construction and City of College Station Water and Sewer Specifications. All inspection on public infrastructure shall be performed by the staff of the City Engineer of College Station. All construction shall be coordinated with the City of College Station City Engineer. 3. In lieu of using the construction materials indicated in these plans, the Contractor shall obtain written approval from the City Engineer for any substitution. Requests for changes should include product information and an engineers seal where applicable. The contractor shall be financially responsible for the engineers time spent reviewing changes and redesigning based on contractors requests. 4. Trench Safety Requirements shall be in accordance with O.S.H.A. Standard 29 CFR Part 1926 Subpart P. Forgeneral requirements, see Trench Safety sheet for details. 5. TRENCHING AND BACKFILLING: The backfilling of all trenches within structural areas shall be accomplished with cement stabilized sand placed to within 6" of pavement subgrade. The backfilling of all trenches outside of structural areas shall be placed so as to achieve 85 percent Modified Proctor Density. All backfilling shall be between optimum and 4 percent (4 %) wet of optimum moisture content. Testing shall be provided by a certified laboratory at the Owner's expense to verify these standards. Any retesting due to substandard work shall be at the expense of the Contractor. Structural areas shall include all sidewalk footprints and shall extend 5' beyond the curb lines of all streets, alleys and parking areas. 6. It is the responsibility of the contractor to comply with all State and Federal Regulations regarding construction activities near energized overhead power lines. Additionally, the contractor shall coordinate all proposed work and procedures with the City of College Station Electrical Division. 7. Where a contradiction between plans and specifications occur, the plans shall be ruled as superior. 8. All materials and labor not identified as a Separate Bid Item shall be considered subsidiary to the item in which it is used. 9. The Contractor must provide construction staking from the information provided on these plans. 10: Trees to be protected are shown here in and shall be fully protected prior to the start of construction. 11. All soil exposed by construction shall receive Solid St. Augustine Sod. 13. Trenches may be left open overnight if properly barricaded. 14. Ail paint and glass beads used shall conform to TxDOT Standard Specification 666 Type li with glass beads. 15. The CONTRACTOR is required to maintain an appropriate traffic control plan (TCP) while working on the roadway. This TCP shall conform to the guidelines in the contract documents and those contained in the Texas MUTCD. 16. Handicap Ramps shall comply with all requirements of the Current Texas Accessibility Standards. 17. Contractor shall install 2 -4" Grey Schedule 40 PVC conduits as shown, 48 "below finished grade and install pull string in conduit. 18. Structural fill (under pvmt, building pad, sidewalks) shall be compacted to 95 % std. proctor density. 19. Fire Walls: All exterior walls and required interior walls shall be sheathed with 8" Drywall to provide a one (1) Hour fire rating. SITE PLAN NOTES: 1. Name of Project: Watenvood Condominiums 2. Legal Description: Lots 1 & 2, E & M Jones Farm Place 3. Owner: Jim Stewart 4200 Woodland Park Court Arlington, Texas 76013 (817) 994 -4663 (817) 429 -8664 4. Engineer. Mitchell & Morgan, L.L.P. 511 University Drive East, Suite 204 College Station, Texas 77840 (979) 260 -6963 5. Zoning: R-4 6. Existing Use: Vacant Proposed Use: Condominiums 7. Setbacks: Per City of College Station Ordinances 8. Site Area: 13.72 acres 9. Project Information: PH I: 27 units PH 11: 52 units PH 111: 35 units PH IV: 69 units No portion of this site lies within the 100 -year floodplain per FEMA's Flood Insurance Rate Map panel 4804100144C. Effective date: July 2, 1992. DESIGNATED PARKING All curbs and curb ends designated as firelones on plans shall be painted red with four (4) inch white lettering stating "FIRE LANE -NO PARKING -TOW AWAY ZONE" Wording may not be spaced for than fifteen (15) feet apart. mmmmmmmmmmmm FIRE LANE STRIPING 18" x 12" See Ordinance for additional Information FIRE LANE SIGN v o ° o y U y 00 E Co E � o a U N a o � c� z m c o F �v .a E �0M 6 �C1m 6 MTV O Q 90 O 5 N-0 N m o _J Tp Ia m C N N O n _Y O �QU Jo � a Cn 0 W I Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning & Design Street Design Subdivision Planning & Design 00 -F-1 N d- U c9 + 0 r� _) C 00 O Un CO �_� X > O Q) Q 0 --1 _ Q0 CD - - W S_ On c U� > (D N U '� O •~±'� 0) Ln U cl- O II`_ C �\ v J r O V Q O \ W W J O ( POP Of 12 Sheets cl .............. . . . . . . .......... . . . . . . . ........ .............. ....... . . . . . . . . . . . . . . . . . . .............. J T� (n -,:-7777777177777 0 6-SS I o > 0 V, : i o 'X 0 -30 U 5 3 0 0 M r M Q) 0) r -Y 3: w V) C 0 Q) Q—� Civil Engine Hydraulics; Hy Utility Planning Site Planning c Street De�, Subdivision Plannir U) L- Op -1--i U U) 7 _j c 0 C) C Cn C) Ld L- 0 ct) > 46 > 4- L 4 Cf) 0 Ln 0 Q, Q) vJ Q, 8-WL 8-WL light standard. Located fronting KreneK lUP Elevafion=274.69 S-WL 8-WL 8-WL— 8-WL— 8-WL —a-WL— —8-WL— —8-WL— L— —8-WL— — 6-WL -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — — - T — — — — — — — — — — — — - — — — — — — — — — — — — — — — I — — — — — — — — — — — — — — — — — — — — — — — — — - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — WIDE CONCRETE RAINAGE FLUME 5' -R2' R7.5• Legend. 13 5/8" Water Meter D Electrical Junction Box F ❑ 1-1 Building Number FTI Transformer Wrought Iron Fence 2-2"-PVC-EC— Electric Conduit Retaining Wall (Size in Inches Indicated) —x —x- Board Fence ® Fire Lone Striping Of 12 � E � . . . . . . . . . . . . . . . . . . . . . . . . . . . ................................ ................... ............ '�TA R INtNG WALLJ -,:-7777777177777 0 6-SS I o > 0 V, : i o 'X 0 -30 U 5 3 0 0 M r M Q) 0) r -Y 3: w V) C 0 Q) Q—� Civil Engine Hydraulics; Hy Utility Planning Site Planning c Street De�, Subdivision Plannir U) L- Op -1--i U U) 7 _j c 0 C) C Cn C) Ld L- 0 ct) > 46 > 4- L 4 Cf) 0 Ln 0 Q, Q) vJ Q, 8-WL 8-WL light standard. Located fronting KreneK lUP Elevafion=274.69 S-WL 8-WL 8-WL— 8-WL— 8-WL —a-WL— —8-WL— —8-WL— L— —8-WL— — 6-WL -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - — — - T — — — — — — — — — — — — - — — — — — — — — — — — — — — — I — — — — — — — — — — — — — — — — — — — — — — — — — - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — WIDE CONCRETE RAINAGE FLUME 5' -R2' R7.5• Legend. 13 5/8" Water Meter D Electrical Junction Box F ❑ 1-1 Building Number FTI Transformer Wrought Iron Fence 2-2"-PVC-EC— Electric Conduit Retaining Wall (Size in Inches Indicated) —x —x- Board Fence ® Fire Lone Striping Of 12 � t � Q h cg •C 0 �om 0 �(n o o- m Q 3 Q) 0 U V) c 0 L N X - SECTION A H: 1 " =50' V: 1 " =5' . # 276 272 r.: 264 260 141wers Civil Engineei Hydraulics; Hydi Utility Planning & Site Planning &' Street Desii Subdivision Planning POND CONSTRUCTION NOTES: 1. All vegetation, limbs, trees and other foreign matter shall be removed from the construction and borrow areas of the earth embankment. A minimum of 12 —in. thickness or upper surface material within construction limits shall be stripped and stockpiled. All exposed subgrade shall be inspected by the Project Engineer and, following approval, shall be disced, wetted or dried to a moisture content between —1 and +3 percent of optimum, and recompacted to a dry density of at least 95 percent of maximum as determined by ASTM D 698. This compacted subgrade shall be lightly scarified and wetted prior to the placement of the first lift of fill. 2. All fill shall be placed in maximum 8 —in. loose lifts, wetted or dried to a moisture content within —1 to +3 percent of optimum, processed by disc or plow, and compacted to a dry density of at least 95 percent of maximum as determined by ASTM D 698. Following compaction, each lift shall be scarified and lightly watered before placement of successive lifts. 3. Embankment fill shall consist of selective material from excavation of the detention pond approved by the Project Engineer. The select embankment material shall conform to the following specifications: Atterberg Limits: Liquid Limit ........................... >20 Plasticity Index .......................> 15 Percent Passing the No. 200 Sieve .........................>50 USCS Classification .............. .............................CL or CH 4• All test should be performed in accordance with current ASTM (or Corps of Engineers for Permeability) Standards. Material conformance testing shall be performed at a minimum for each 5,000 cu yd of fill material placed. Im —place moisture and density tests shall be performed on each lift of fill placed at a minimum of one test per 5,000 sq ft. kktc grodo to 72' (FMh FF= (SEE PLAN) 2% { { —/ — % vanes suunwc eklewalk 1 r_ klatch glade to aidBwalk (SEE PLAN) OemUon) PLAN) kk1 grade to sd.Mk (SEE PLAN) 2X % Var es sidewalk _ (Fin'iah FF= Elevation) : PLAN) 276.11 , 275.64 276.18 275 1 1 `275.18 GATE IN IRON CE FENCE 274.76 274.83 273.80 274.29 273.26 273.33 \ EXISTING SIDEWALK INSET " A " 000.00 X— PVC —EC — 000.00 Proposed Top of Concrete /Ground Elevation Existing Grade Proposed Grade Existing Gas Lines Existing Electrical Lines Existing Sanitary Sewer Lines Existing Water Lines Proposed Sanitary Sewer Lines Proposed Water Lines Proposed Gas Lines Proposed x" O PVC Electric Conduit xx.xxx Proposed �--- Top of Curb Elevation :w 276 272 .: 021 MCI 1+00 I EV X - SECTION B H: 1 " =50' V: 1 "=5' 0 +00 1+00 X - SECTION C H: 1 "=50' V: 1 "=5' 2 +00 Q J C� Z O C� w i oil Of 12 c PROJECT BENCHMARK: Square cut in light standard. Located across from the East corner of property fronting Krenek Top Road. X= 3566020.02, Y= 10209307.72, Elevation=274-69 A CONNECTION DETAIL NTS FILENAME: flume—conect.dwg PLOTTED: 02 Apr 2003 — 10:43 am Optional 54" Long 4�0 Wing Extensions V1814 Rin Item Code - 401 42 Y Bolt Pockets--1 72"' T ELEV ELEV ELEV FI FV 42" 72" 50 74.1 273.38 SPECIAL 5'X2.5' I NLET WITH WING EXTENSION N.T.S. FLUME DETAIL NTS nLENAME-. 20—flume.dwg PLOTTED: 08 Apr 2003 — 2:49 pm Expansion and Contraction Joints Per Sidewalk Details 2' 6' 2 . ... .. Gutter 5' Gutter Transition (Pay Length) Transition 273.38 2 M 3/4" per ft Standard Curb and Gutter Sect. 24" . SECTION A-A NTS FILENAME- FLUME—curbed.dwg PLOTTED: 08 Apr 2003 — 2:52 pm 3/4" per ft Standard Curb and Gutter Sect. Standard Manhole Ring & 7 2" Ui Ui 2" per ft per ft 2' 6' 2 . ... .. Gutter 5' Gutter Transition (Pay Length) Transition 273.38 2 M 3/4" per ft Standard Curb and Gutter Sect. 24" . SECTION A-A NTS FILENAME- FLUME—curbed.dwg PLOTTED: 08 Apr 2003 — 2:52 pm 3/4" per ft Standard Curb and Gutter Sect. Bars @ O.C.E.W (TYP) ----------- I ------- ==i-j STORM LINE # 1 36" CLASS N RCP SEE DETAIL SHEET FOR EMBEDMENT 280 278 276 274 272 270 268 266 264 262 26C 25E 251E Standard Manhole Ring & Cover (EJIW V1342 Or Or Approved Equal) Marked "Storm Sewer". Standard Warp Pavement Surface to Throat Vulcan No. 1342 of Inle MFR N Cost Iron Manhole Cover and Frame (24"Dia.) or Equivalent 2" per foot W X co C) < 0) > N W Bars @ O.C.E.W (TYP) ----------- I ------- ==i-j STORM LINE # 1 36" CLASS N RCP SEE DETAIL SHEET FOR EMBEDMENT 280 278 276 274 272 270 268 266 264 262 26C 25E 251E ow 278 276 274 272 270 268 266 264 262 260 258 256 0+00 1+00 Krenek Ta[D _ Road -_ _ _ (60" ROW) STORM LINE �,e, 12" & 18" CLASS /// RCP SEE DETAIL SHEET FOR EMBEDMENT 280 278 276 274 272 270 268 266 264 262 26C 25E 25E. 0+00 1+00 ,ou '78 76 t74 172 Z70 268 266 264 262 260 258 256 i o �I I . mli o o W - — — — — — — — — — — — — — STORM LINE #J 21 " CLASS N RCP SEE DETAIL SHEET FOR EMBEDMENT 280 278 276 1+00 76 .74 t72 t70 !68 7-66 Z64 262 260 258 256 -- 12" — J F 3n" Y o" Hole w/ Joint Gutter) GUTTER INLET DETA FILENAME. gutter—inlet.dwg PLOTTED: 04 Apr 2003 _ 8:27 am Or X 0 C%4 X co C) < 0) > N W C-4 0 n 0) C14 0i ............ .. C 04 C14 o rn II uo ,4 C '1 0 L6 CN LL- II 0 ry -j n LL J. lr 0 C14 LL- O 0 06 06 0 II + (0 Z U o + 0- 0 0 - - -------- . ...... 0 II 0 i II II 6 6 4-1 6 W! 6 41 --:!j z V) UJI ow 278 276 274 272 270 268 266 264 262 260 258 256 0+00 1+00 Krenek Ta[D _ Road -_ _ _ (60" ROW) STORM LINE �,e, 12" & 18" CLASS /// RCP SEE DETAIL SHEET FOR EMBEDMENT 280 278 276 274 272 270 268 266 264 262 26C 25E 25E. 0+00 1+00 ,ou '78 76 t74 172 Z70 268 266 264 262 260 258 256 i o �I I . mli o o W - — — — — — — — — — — — — — STORM LINE #J 21 " CLASS N RCP SEE DETAIL SHEET FOR EMBEDMENT 280 278 276 1+00 76 .74 t72 t70 !68 7-66 Z64 262 260 258 256 -- 12" — J F 3n" Y o" Hole w/ Joint Gutter) GUTTER INLET DETA FILENAME. gutter—inlet.dwg PLOTTED: 04 Apr 2003 _ 8:27 am PROJECT BENCHMARK: Square out in light standard. Located across from the East corner of property fronting Krenek Tap Road. X= 3566020.02, Y= 10209307.72, Elevation =274.69 REMOVE AND RELOC EXISTING FIRE HYDR t � Ir _ 8 -WL - - - - 8 -W- - - - - - - 8 -WL - - WATER LINE #, 8" & 6'" PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT 286 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 N C T + i O ra M _ 00 00 I � a a; 00 ; N d J N C T + i O ra M _ 00 7R7E'_�I�E7 Z 0 00 0 Oro a 't 00 ; d o = too cro N W N N - N LL LL LL LL 7R7E'_�I�E7 Z 0 00 0 ___O y� w w ° W O iA in N d et d d O ° V io to ___ia (o 0 Ui r V) Lli a: IL ____O -oa a of W Cr of a XL ; (L - W - LO c L ` � 01 c L Q ° 0 LO N W M IM Lo ; Lo r T. N II II II Ili II II 1 W (n l.- (n fn (n; in Cn 0 +00 1 +00 -�- ®- ®Xi 20' Sanitary Sewer Easement NN I - �< 1 1� 1 I o I I I I 150' Private Access Easement I o I I ( I Scale: 1 inch = 40 feet I) I I I vl 1 25' Utility Easement 286 286 M 286 j I co 284 284 - -... -- - -- -- - - -- - -- - - -- — - - - -- - - - -- - -- -- - - -- - - - -- , - -...- - -- -- - - - -- - -- - - _.. -- - -- . ! - N -- - 284 LL U) __.- .. : - 82 282 282 .- - _._ - _ ._._ _._ - - _. - - - - -- -- - -- 344.85' of Structural Backfill __. __ _____CENTER_._.ONE _JOINT__.OF_ -WATER UNE._PIPE. _OVER_- CROSSING. QE_ .. 0 280 280 __.. _ _ _ -- �`! -- - - 28 EXISTING SEWER LINE. I 1 278 278 - -- - - -- - - -- - - -- - - -- '- -- - - -- -- - - + - - - -. .. - -- - -- -- - -- - - -- - -- -- - - -- - - - - - -- -- - - -- - - - - - -- - -- -- - - -- + -- 278 ,I � II FINAL GRADE 276 276 - -- - -- - -- - -- -- - -- - -- -- - 76 G RgpE EX GRAD ice. GRAS - - -- -- - - DE AL GRADE FIN __ __. _.._ _ _._._ -- - - -. - - -- - - -- - -.. . - _... _ -.. - _.__ - -. .- - _. ._..... - I - - - - - -... - -- _. 1 i i 1 2 274 274 _ I � 272 272 __� 72 t • D II - - 270 270 270 _. _____ I ,_._ . -_ -._ __._. _.__...�' r - - -._ - -- _i LO O O O O O W d r C4 C 14 N N O _O �_ > 288 268 0 j I II II : II 68 - -- - - - - -r - -- - - - -- - -- -- _f -- - - -- - J - - - - -- - - - - -- --- - -- -- -J= - -- - - - --- J - - -- -- - r - -r - -- -r - N LL LL LL LL Lj_ N N N O' II J ! J J C) U V! vi vi vi L. L. LL LL 66 3 3 3 3 3i ci; o rr 266 266 - -- `�' ; - - -- x - - -. _..._ L . _ _ r _ .. - - - - - z _._... - -- - - -- - . _. - - z - - c� yr c� N , cv W J - -- to to �i J J f- 00 Lq U- U_ U_ _ T r r :- ____ -_ ____ _ ._ ~ ~ 0D .264 264 264 w _.. - ° -- . __...- - -3 - -- - -. - - - - -3 3 : - - 0100 X . Z 'S D O Q J i _j JJ W pJ' J ! W W W W Z ' Z 00 W ' U ° U UiU 262 Wa - v - - n - _ - _.- - - - - -- -- - . ...... .- - V) - - - - __.__ °. - (n; - vs , °- - ------ ° rJ c� - -3. _. 262 262 ° V) w w w O W W cr O cn cn 0 �; J X p W W U i U i U _ 00 U U _ W W W U: W 'S Oo r J U > > > d CO >: > d e- U U U J J _ N w �; a a! a r of r ! _ a0 00 W J U —� -- - -- X 11 u) � 1 - - - -- II w - - -- w ...- - -w L`!i w X 260 260 260 W II - -- - - - - -- - W -- -- - -- ' - - -- W -- - - -- L - -� - - -- - - -- - - N - - L+L x N- H W R � _ _ _ LaJ _ _ ! Lr! LL L0 V) > > W L0 U) W io:i L W r r a a s O Z - r I- X .- H X - H 258 258 x x °J r x x _. o_. X - x - - -- x . N. N - -. -- - -- 258 - O- N m -- N 00 00 00 00 00 m 00 00 ' 00 m OO 00 00 N N U 0- Ln a a a a 0- 0:i a a 0: °'� a. a o z 0 O O O i O O o> O o> o 0 0 rL m- Z o' � n- n: o' 0 0 . _._._. -___ �.. __ _.__.___ -_ -_ __._ -_� ___ - ___.___- �_____� __ __ -____ .- _______.__ -_ _C2___� __._..___ - _________ —__� J _ c?_ _ - - -_ _ 256 256 256 CL --m ------ - - - - -� , -¢ , n - i - a: � �. - 0. - n. - - - -- �- - -o- U - Lo d to N ao r U a a r C5 -.4 CID or CIT to X r 0 0 O • - -- -- - ..__.- _.___ ._ .. . _ N c 0 M! r N 04 0 O O N d I r N _. __.._ _ __'_ -- c0 ..._.._ - -- .- - -..__ -., •. _._ __ . M _ ct._ . -_ _..__ .. .. -- -- _ _ _' ___ _._.__. _._.. +- __._ +- _ 254 254 254 + m ° + -- - - -- + -- - -+ - - - - -- r - -+ - - N + N N N N N M M N M Lo d d d o� o o O N II II II - II: II II II ! II II II! II II !II o Il o Il 0 00 0' oIl 0 v 11 v d v;v v O a ! O J F+ J J a 1 f+l t+ 'J r I .N J r �+ 252 252 ("n 0 V) U) U) LL cn w V3 LL Ln - ur cn W cn cn w cn cn cn V) V) 252 0 +00 1 +00 2 +00 3 +00 4 +00 —= _--- - - - -__ - - - -- 8-WL 8 -WL- WATER SYSTEM WATER LINE #2 8V PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT Sta.= 4 +20.67,CON N ECT �7` TO EX 18" WL W/ 8" x 8" TEE & 8" VALVE FL =271.2 I i 8 -ss 8 -ss - m 8 -WL 8 fC .� G� N N / N f / WATER LINE #3 4 PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT Pool / ' 'SPORT I � SAN LL PVC SDR ? ASTM D224 286 286 1 ! I 284 _ ---- _ —.._ -- 284 i i I 282 282 280 - .. - - - -- - - - - - -- - - -- . ;... - - -- - -- -- - -- -- 280 278 232.67' 278 of Structural Backfill 1 I 1 , ' 276 GRADE'-- 276 __....__ - -- --- - - - - -- - - -- - - --- FtNAt- EX GRADE - ---- - - -- 274 ` -` ' ' 274 i 272 _ _�_ -__. ___._ -__. �.______._. - _... -__. �_.______ -. -_- 272 - - OZ42% 1 PR POSED ELECTRIC ONDUIT 1 ° 270 -- - - -- _. . N N O 0 00 r (0 u)1 d N � N � i � •- r ._ i �- LJ 268 r N r r r r r r r 268 N _ .... _. -. r - -N - -- - - --N - -- - N -.... -- N - - - - -..N __. _. -.. Oy. II II II II II II II II LL LL LL LL U_ Lt LL LL LL vi vi Ui V Vi cn �i vi vi 266 - -- - -- _ _ - - -- . - - -- - -_ - 0 266 •- r r �-- e- r - r _J 264 LL 264 - - - - -- - - _ ._.._. -- - -- - - - _.. __. 3 _..__ - -- . __... _._ _ 3 _ _ Cr 3 3 3 3 3 J J J J J J J JI J a 262 _--ho - - -- - . �. _ - -- - -..._� .. �; -- - 262 N fA (A ' - ... - - -- fA (A fn i (n J xr U U Ld U U U U U 0i U U_ d c j > > > > > > > >: > O 260 - -L - -- - -La - -- - - - - -�. - - - - -- w - - - - - -- La; _- _1__ -� N 260 3 a U) u - v -- V v 0 i cn fn, N rn J vi Z c6 R Q II A A AX z X X: X + 258 258 __ ..- -d - d - -d -- sl -, - - -- �h ._ .... _.. -- -- .4i ------ -q 0- a o a a n a a o. 0_'. a 256 -° W ___ a n 0 a n n -- _ - -. - a w 256 ._____._-. _ _._. -.._ -_ _�. .._.....____ ._ .__._ .__....___ J to O to to an _.._ ... - - U) WL] r O r N r N N r: N cO o rn ai rn r_ o _ r tri �i d N + + N + + + + ! ,: + +1 + M 254 254 -+ W - o - .. - - -o o ° .- 0 II II N II II iN II II iC II II; II N da o d II o o. II o v II o of o 0 252 ,� w J J +� J �. "' '' 252 M (n 0 +00 1 +00 2 +00 J g \ yp p I e NN �,s I I i s `ow 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 SS CLEANOUT cvv 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 0 +00 0 +50 6-SS 7 EX I TO SMH 277.33 20' Sanitary Sewer ° IN = 68.91 Easement .I li X. 10" SS I N � � FI• STD. S H TO 276.47 INV N IN� (DUT= 26888 O 50' Private Access Easement N I { N F'V SDR 21 2 M D2241 I ° Scale: 1 inch = 40 feet i I I TtlOP. P=276.0 (� SMH NN INV IN= 267.88 1 V OUT = 27.78 � N CLEANOU (TMP) 4" SS ( 25' Utility ERVICE Easement (TYP) X: Notes: 1. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. 2. All sanitary sewer shown shall be privately owned & maintained. 3. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. 4. Contractor shall coordinate with College Station Utilities, 764 -3660, prior to connecting to existing 8" waterline & relocation Y cation of existing fire hydrant. d c c g o o ` .i ? d � o - -o, E � oaQ �ro io ° cv u.°i °EL�Z %CS o E O �om o � rM �� m NN E C M N N O o 01, Y o .au'i C C a °ov zS �a 0 . ^ Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning &', Design Street Design Subdivision Planning '& Design L_ 't Op . C • +, Q t") U) • - _! 0020 U . r -- C: � rn X W ~ � Q) > O a �•�+, LL_ •�,cn� 0") � C5� > _ N V E -E O_ U o q w V i Qm W Of 12 Sheets 0 +00 1 +00 -�- ®- ®Xi 20' Sanitary Sewer Easement NN I - �< 1 1� 1 I o I I I I 150' Private Access Easement I o I I ( I Scale: 1 inch = 40 feet I) I I I vl 1 25' Utility Easement 286 286 M 286 j I co 284 284 - -... -- - -- -- - - -- - -- - - -- — - - - -- - - - -- - -- -- - - -- - - - -- , - -...- - -- -- - - - -- - -- - - _.. -- - -- . ! - N -- - 284 LL U) __.- .. : - 82 282 282 .- - _._ - _ ._._ _._ - - _. - - - - -- -- - -- 344.85' of Structural Backfill __. __ _____CENTER_._.ONE _JOINT__.OF_ -WATER UNE._PIPE. _OVER_- CROSSING. QE_ .. 0 280 280 __.. _ _ _ -- �`! -- - - 28 EXISTING SEWER LINE. I 1 278 278 - -- - - -- - - -- - - -- - - -- '- -- - - -- -- - - + - - - -. .. - -- - -- -- - -- - - -- - -- -- - - -- - - - - - -- -- - - -- - - - - - -- - -- -- - - -- + -- 278 ,I � II FINAL GRADE 276 276 - -- - -- - -- - -- -- - -- - -- -- - 76 G RgpE EX GRAD ice. GRAS - - -- -- - - DE AL GRADE FIN __ __. _.._ _ _._._ -- - - -. - - -- - - -- - -.. . - _... _ -.. - _.__ - -. .- - _. ._..... - I - - - - - -... - -- _. 1 i i 1 2 274 274 _ I � 272 272 __� 72 t • D II - - 270 270 270 _. _____ I ,_._ . -_ -._ __._. _.__...�' r - - -._ - -- _i LO O O O O O W d r C4 C 14 N N O _O �_ > 288 268 0 j I II II : II 68 - -- - - - - -r - -- - - - -- - -- -- _f -- - - -- - J - - - - -- - - - - -- --- - -- -- -J= - -- - - - --- J - - -- -- - r - -r - -- -r - N LL LL LL LL Lj_ N N N O' II J ! J J C) U V! vi vi vi L. L. LL LL 66 3 3 3 3 3i ci; o rr 266 266 - -- `�' ; - - -- x - - -. _..._ L . _ _ r _ .. - - - - - z _._... - -- - - -- - . _. - - z - - c� yr c� N , cv W J - -- to to �i J J f- 00 Lq U- U_ U_ _ T r r :- ____ -_ ____ _ ._ ~ ~ 0D .264 264 264 w _.. - ° -- . __...- - -3 - -- - -. - - - - -3 3 : - - 0100 X . Z 'S D O Q J i _j JJ W pJ' J ! W W W W Z ' Z 00 W ' U ° U UiU 262 Wa - v - - n - _ - _.- - - - - -- -- - . ...... .- - V) - - - - __.__ °. - (n; - vs , °- - ------ ° rJ c� - -3. _. 262 262 ° V) w w w O W W cr O cn cn 0 �; J X p W W U i U i U _ 00 U U _ W W W U: W 'S Oo r J U > > > d CO >: > d e- U U U J J _ N w �; a a! a r of r ! _ a0 00 W J U —� -- - -- X 11 u) � 1 - - - -- II w - - -- w ...- - -w L`!i w X 260 260 260 W II - -- - - - - -- - W -- -- - -- ' - - -- W -- - - -- L - -� - - -- - - -- - - N - - L+L x N- H W R � _ _ _ LaJ _ _ ! Lr! LL L0 V) > > W L0 U) W io:i L W r r a a s O Z - r I- X .- H X - H 258 258 x x °J r x x _. o_. X - x - - -- x . N. N - -. -- - -- 258 - O- N m -- N 00 00 00 00 00 m 00 00 ' 00 m OO 00 00 N N U 0- Ln a a a a 0- 0:i a a 0: °'� a. a o z 0 O O O i O O o> O o> o 0 0 rL m- Z o' � n- n: o' 0 0 . _._._. -___ �.. __ _.__.___ -_ -_ __._ -_� ___ - ___.___- �_____� __ __ -____ .- _______.__ -_ _C2___� __._..___ - _________ —__� J _ c?_ _ - - -_ _ 256 256 256 CL --m ------ - - - - -� , -¢ , n - i - a: � �. - 0. - n. - - - -- �- - -o- U - Lo d to N ao r U a a r C5 -.4 CID or CIT to X r 0 0 O • - -- -- - ..__.- _.___ ._ .. . _ N c 0 M! r N 04 0 O O N d I r N _. __.._ _ __'_ -- c0 ..._.._ - -- .- - -..__ -., •. _._ __ . M _ ct._ . -_ _..__ .. .. -- -- _ _ _' ___ _._.__. _._.. +- __._ +- _ 254 254 254 + m ° + -- - - -- + -- - -+ - - - - -- r - -+ - - N + N N N N N M M N M Lo d d d o� o o O N II II II - II: II II II ! II II II! II II !II o Il o Il 0 00 0' oIl 0 v 11 v d v;v v O a ! O J F+ J J a 1 f+l t+ 'J r I .N J r �+ 252 252 ("n 0 V) U) U) LL cn w V3 LL Ln - ur cn W cn cn w cn cn cn V) V) 252 0 +00 1 +00 2 +00 3 +00 4 +00 —= _--- - - - -__ - - - -- 8-WL 8 -WL- WATER SYSTEM WATER LINE #2 8V PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT Sta.= 4 +20.67,CON N ECT �7` TO EX 18" WL W/ 8" x 8" TEE & 8" VALVE FL =271.2 I i 8 -ss 8 -ss - m 8 -WL 8 fC .� G� N N / N f / WATER LINE #3 4 PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT Pool / ' 'SPORT I � SAN LL PVC SDR ? ASTM D224 286 286 1 ! I 284 _ ---- _ —.._ -- 284 i i I 282 282 280 - .. - - - -- - - - - - -- - - -- . ;... - - -- - -- -- - -- -- 280 278 232.67' 278 of Structural Backfill 1 I 1 , ' 276 GRADE'-- 276 __....__ - -- --- - - - - -- - - -- - - --- FtNAt- EX GRADE - ---- - - -- 274 ` -` ' ' 274 i 272 _ _�_ -__. ___._ -__. �.______._. - _... -__. �_.______ -. -_- 272 - - OZ42% 1 PR POSED ELECTRIC ONDUIT 1 ° 270 -- - - -- _. . N N O 0 00 r (0 u)1 d N � N � i � •- r ._ i �- LJ 268 r N r r r r r r r 268 N _ .... _. -. r - -N - -- - - --N - -- - N -.... -- N - - - - -..N __. _. -.. Oy. II II II II II II II II LL LL LL LL U_ Lt LL LL LL vi vi Ui V Vi cn �i vi vi 266 - -- - -- _ _ - - -- . - - -- - -_ - 0 266 •- r r �-- e- r - r _J 264 LL 264 - - - - -- - - _ ._.._. -- - -- - - - _.. __. 3 _..__ - -- . __... _._ _ 3 _ _ Cr 3 3 3 3 3 J J J J J J J JI J a 262 _--ho - - -- - . �. _ - -- - -..._� .. �; -- - 262 N fA (A ' - ... - - -- fA (A fn i (n J xr U U Ld U U U U U 0i U U_ d c j > > > > > > > >: > O 260 - -L - -- - -La - -- - - - - -�. - - - - -- w - - - - - -- La; _- _1__ -� N 260 3 a U) u - v -- V v 0 i cn fn, N rn J vi Z c6 R Q II A A AX z X X: X + 258 258 __ ..- -d - d - -d -- sl -, - - -- �h ._ .... _.. -- -- .4i ------ -q 0- a o a a n a a o. 0_'. a 256 -° W ___ a n 0 a n n -- _ - -. - a w 256 ._____._-. _ _._. -.._ -_ _�. .._.....____ ._ .__._ .__....___ J to O to to an _.._ ... - - U) WL] r O r N r N N r: N cO o rn ai rn r_ o _ r tri �i d N + + N + + + + ! ,: + +1 + M 254 254 -+ W - o - .. - - -o o ° .- 0 II II N II II iN II II iC II II; II N da o d II o o. II o v II o of o 0 252 ,� w J J +� J �. "' '' 252 M (n 0 +00 1 +00 2 +00 J g \ yp p I e NN �,s I I i s `ow 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 SS CLEANOUT cvv 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 0 +00 0 +50 6-SS 7 EX I TO SMH 277.33 20' Sanitary Sewer ° IN = 68.91 Easement .I li X. 10" SS I N � � FI• STD. S H TO 276.47 INV N IN� (DUT= 26888 O 50' Private Access Easement N I { N F'V SDR 21 2 M D2241 I ° Scale: 1 inch = 40 feet i I I TtlOP. P=276.0 (� SMH NN INV IN= 267.88 1 V OUT = 27.78 � N CLEANOU (TMP) 4" SS ( 25' Utility ERVICE Easement (TYP) X: Notes: 1. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. 2. All sanitary sewer shown shall be privately owned & maintained. 3. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. 4. Contractor shall coordinate with College Station Utilities, 764 -3660, prior to connecting to existing 8" waterline & relocation Y cation of existing fire hydrant. d c c g o o ` .i ? d � o - -o, E � oaQ �ro io ° cv u.°i °EL�Z %CS o E O �om o � rM �� m NN E C M N N O o 01, Y o .au'i C C a °ov zS �a 0 . ^ Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning &', Design Street Design Subdivision Planning '& Design L_ 't Op . C • +, Q t") U) • - _! 0020 U . r -- C: � rn X W ~ � Q) > O a �•�+, LL_ •�,cn� 0") � C5� > _ N V E -E O_ U o q w V i Qm W Of 12 Sheets —= _--- - - - -__ - - - -- 8-WL 8 -WL- WATER SYSTEM WATER LINE #2 8V PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT Sta.= 4 +20.67,CON N ECT �7` TO EX 18" WL W/ 8" x 8" TEE & 8" VALVE FL =271.2 I i 8 -ss 8 -ss - m 8 -WL 8 fC .� G� N N / N f / WATER LINE #3 4 PVC (AWWA C900 —CL 200) SEE DETAIL SHEET FOR EMBEDMENT Pool / ' 'SPORT I � SAN LL PVC SDR ? ASTM D224 286 286 1 ! I 284 _ ---- _ —.._ -- 284 i i I 282 282 280 - .. - - - -- - - - - - -- - - -- . ;... - - -- - -- -- - -- -- 280 278 232.67' 278 of Structural Backfill 1 I 1 , ' 276 GRADE'-- 276 __....__ - -- --- - - - - -- - - -- - - --- FtNAt- EX GRADE - ---- - - -- 274 ` -` ' ' 274 i 272 _ _�_ -__. ___._ -__. �.______._. - _... -__. �_.______ -. -_- 272 - - OZ42% 1 PR POSED ELECTRIC ONDUIT 1 ° 270 -- - - -- _. . N N O 0 00 r (0 u)1 d N � N � i � •- r ._ i �- LJ 268 r N r r r r r r r 268 N _ .... _. -. r - -N - -- - - --N - -- - N -.... -- N - - - - -..N __. _. -.. Oy. II II II II II II II II LL LL LL LL U_ Lt LL LL LL vi vi Ui V Vi cn �i vi vi 266 - -- - -- _ _ - - -- . - - -- - -_ - 0 266 •- r r �-- e- r - r _J 264 LL 264 - - - - -- - - _ ._.._. -- - -- - - - _.. __. 3 _..__ - -- . __... _._ _ 3 _ _ Cr 3 3 3 3 3 J J J J J J J JI J a 262 _--ho - - -- - . �. _ - -- - -..._� .. �; -- - 262 N fA (A ' - ... - - -- fA (A fn i (n J xr U U Ld U U U U U 0i U U_ d c j > > > > > > > >: > O 260 - -L - -- - -La - -- - - - - -�. - - - - -- w - - - - - -- La; _- _1__ -� N 260 3 a U) u - v -- V v 0 i cn fn, N rn J vi Z c6 R Q II A A AX z X X: X + 258 258 __ ..- -d - d - -d -- sl -, - - -- �h ._ .... _.. -- -- .4i ------ -q 0- a o a a n a a o. 0_'. a 256 -° W ___ a n 0 a n n -- _ - -. - a w 256 ._____._-. _ _._. -.._ -_ _�. .._.....____ ._ .__._ .__....___ J to O to to an _.._ ... - - U) WL] r O r N r N N r: N cO o rn ai rn r_ o _ r tri �i d N + + N + + + + ! ,: + +1 + M 254 254 -+ W - o - .. - - -o o ° .- 0 II II N II II iN II II iC II II; II N da o d II o o. II o v II o of o 0 252 ,� w J J +� J �. "' '' 252 M (n 0 +00 1 +00 2 +00 J g \ yp p I e NN �,s I I i s `ow 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 SS CLEANOUT cvv 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 0 +00 0 +50 6-SS 7 EX I TO SMH 277.33 20' Sanitary Sewer ° IN = 68.91 Easement .I li X. 10" SS I N � � FI• STD. S H TO 276.47 INV N IN� (DUT= 26888 O 50' Private Access Easement N I { N F'V SDR 21 2 M D2241 I ° Scale: 1 inch = 40 feet i I I TtlOP. P=276.0 (� SMH NN INV IN= 267.88 1 V OUT = 27.78 � N CLEANOU (TMP) 4" SS ( 25' Utility ERVICE Easement (TYP) X: Notes: 1. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. 2. All sanitary sewer shown shall be privately owned & maintained. 3. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. 4. Contractor shall coordinate with College Station Utilities, 764 -3660, prior to connecting to existing 8" waterline & relocation Y cation of existing fire hydrant. d c c g o o ` .i ? d � o - -o, E � oaQ �ro io ° cv u.°i °EL�Z %CS o E O �om o � rM �� m NN E C M N N O o 01, Y o .au'i C C a °ov zS �a 0 . ^ Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning &', Design Street Design Subdivision Planning '& Design L_ 't Op . C • +, Q t") U) • - _! 0020 U . r -- C: � rn X W ~ � Q) > O a �•�+, LL_ •�,cn� 0") � C5� > _ N V E -E O_ U o q w V i Qm W Of 12 Sheets J g \ yp p I e NN �,s I I i s `ow 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 SS CLEANOUT cvv 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 0 +00 0 +50 6-SS 7 EX I TO SMH 277.33 20' Sanitary Sewer ° IN = 68.91 Easement .I li X. 10" SS I N � � FI• STD. S H TO 276.47 INV N IN� (DUT= 26888 O 50' Private Access Easement N I { N F'V SDR 21 2 M D2241 I ° Scale: 1 inch = 40 feet i I I TtlOP. P=276.0 (� SMH NN INV IN= 267.88 1 V OUT = 27.78 � N CLEANOU (TMP) 4" SS ( 25' Utility ERVICE Easement (TYP) X: Notes: 1. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. 2. All sanitary sewer shown shall be privately owned & maintained. 3. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. 4. Contractor shall coordinate with College Station Utilities, 764 -3660, prior to connecting to existing 8" waterline & relocation Y cation of existing fire hydrant. d c c g o o ` .i ? d � o - -o, E � oaQ �ro io ° cv u.°i °EL�Z %CS o E O �om o � rM �� m NN E C M N N O o 01, Y o .au'i C C a °ov zS �a 0 . ^ Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning &', Design Street Design Subdivision Planning '& Design L_ 't Op . C • +, Q t") U) • - _! 0020 U . r -- C: � rn X W ~ � Q) > O a �•�+, LL_ •�,cn� 0") � C5� > _ N V E -E O_ U o q w V i Qm W Of 12 Sheets cvv 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 0 +00 0 +50 6-SS 7 EX I TO SMH 277.33 20' Sanitary Sewer ° IN = 68.91 Easement .I li X. 10" SS I N � � FI• STD. S H TO 276.47 INV N IN� (DUT= 26888 O 50' Private Access Easement N I { N F'V SDR 21 2 M D2241 I ° Scale: 1 inch = 40 feet i I I TtlOP. P=276.0 (� SMH NN INV IN= 267.88 1 V OUT = 27.78 � N CLEANOU (TMP) 4" SS ( 25' Utility ERVICE Easement (TYP) X: Notes: 1. All proposed public utility infrastructure shall be covered by a blanket easement until a formal easement is approved. 2. All sanitary sewer shown shall be privately owned & maintained. 3. All sanitary sewer shall meet building code regulations and be inspected by the City of College Station building official. 4. Contractor shall coordinate with College Station Utilities, 764 -3660, prior to connecting to existing 8" waterline & relocation Y cation of existing fire hydrant. d c c g o o ` .i ? d � o - -o, E � oaQ �ro io ° cv u.°i °EL�Z %CS o E O �om o � rM �� m NN E C M N N O o 01, Y o .au'i C C a °ov zS �a 0 . ^ Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning &', Design Street Design Subdivision Planning '& Design L_ 't Op . C • +, Q t") U) • - _! 0020 U . r -- C: � rn X W ~ � Q) > O a �•�+, LL_ •�,cn� 0") � C5� > _ N V E -E O_ U o q w V i Qm W Of 12 Sheets ' VICINITY AP E a 5 :2 M p m 00 0 p °n ° 0 M o N o_ U U T- rn C m S N O N 3 N �w o p� U Zo 4a CO C_ : O N r 2J� STORM WATER I , Civil Engineering Hydraulics; Hydrology; Utility Planning & Design T POLLUTION PLAN Subdivision Planning & Design L_ "t Op � 4 GENERAL NOTES w N V) CY) C� 0 w CY) 4 > o 0 • L_ +, LL_ Q) o a 3• C7 ,cn� FILENAME: 8CS— PPP_gen_cont.dwg N (D r > _ CV UC'EO U) Lo GENERAL PLOTTED: 15 Oct 2001 — 4:51 pm Z: r , J � O � o Q z �oCil 1. All contractor vehicles, including employee's vehicles, shall park within the 'V �L w Ct Q � project site to minimize traffic on the public streets adjacent to the work site D D D -. entrance. Contractor will provide sufficient parking areas to accommodate his vehicles. Any areas disturbed or destroyed by vehicular parking will be repaired to original condition prior to completion of project 9 S OIL /• . STOCK Contractors shall ensure that no dirt from the project accumulates in the existing . - - , -.. -- streets. If dirt or debris from the project site accumulates on adjacent streets, the g .:, PIL- �_ .' : �? t r AREA � contractor shall immediately clean those areas. , _ . Contractor shall place erosion control protection at appropriate downstream locations to minimize silt and debris from leaving the construction site and entering the drainage system. i N_ °- , � 4. If required on the plans, the contractor shall maintain a vehicle wash down area '-?' >Q: -�•' �,' � of sufficient size and in a location to facilitate cleaning his vehicles prior to leaving • , r: r n t � � the work site. -'--- - - - 1 D r D - == 7 7 7 _---- � FENCE SI B-= Krenek Tap Road _____ --- - - - - -- -27 , 1 ` -- _ _ _.�,,. --- - - - - -- -_ — _ -- FE�CE ( 6C ROW/ :'J ,r_ r <r � 0 0 l NTS FILENAME: construction — exit.dwg PLOTTED: 18 Dec 2001 — 12:58 pm CONSTRUCTION NOTES: 1. Length shall be as shown on the construction drawings, but not less than 50 feet. 2. Thickness shall be not less than 8 inches. 3. Width shall be not less than full width of all points of ingress and egress. 4. Stabilization for other areas shall have the same aggregate thickness and width requirements as the stabilized construction exit, unless otherwise shown on the construction drawings. 5. Stabilized area may be widened or lengthened to accommodate a truck washing area. An outlet sediment trap must be provided for the truck washing area. 6. Contractor to submit location of stabilized construction exit for approval. joining two or more "Silt Stop" Fences tie the end posts together with nylon cord. Wooden or Metal Post, Min. 3' Length (1 1/2' exposed) Silt Fence, "Silt Stop" or approved equal max 10' spacing pp q �- Min. 24" Overall Ground Line Bury toe of Silt Fence 6" x 6" Trench 6" below proposed grade - Compact trench backfill to prevent ound Line Existing Soil "washout" Existing Ground SlL T FENCE DETAILS NTS E a 5 :2 M p m 00 0 p °n ° 0 M o N o_ U U T- rn C m S N O N 3 N �w o p� U Zo 4a CO C_ : O N I , Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning & Design Street Design Subdivision Planning & Design L_ "t Op � 4 _i o l cn°�°° w N V) CY) C� 0 w CY) 4 > o 0 • L_ +, LL_ Q) o a 3• C7 ,cn� ._ (.0 w V) '�' o N (D r > _ CV UC'EO U) Lo U Z: V) �1 J � O � o Q z �oCil W pz 'V �L w Ct Q � O D D D Of 12 Sheets PROJECT BENCHMARK: Square cut in light standard. Located across from the Eost corner of property fronting Krenek Top Road. Y= 3566020.02, Y= 10209307.72, Elevation= 274-69 8 -WL - 8 WL - / 8 -WL _...- / M. Y= 10209108.75 ( 60 " ROW ------------------------- 8-WL 8 -WL 8 -WL - - 8 -WL - - - - - - - '- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -_ - - _ -- - -------- - - - - -- - _ -. -�` _ \ - 8 -WL 8 -WL CD LAYOUT TABLE Point Easting Northing Point Easting Northing 1 3565632.44 10208966.61 151 3565777.85 10209142.22 2 3565632.33 10208969.43 152 3565791.62 10209157.18 3 3565671.72 10209012.37 153 3565793.66 10209159.38 4 3565674 -55 10209012.48 154 3565807.55 10209174.47 5 3565711.00 10209039.12 155 3565809.58 10209176.67 6 3565715.06 10209043.54 156 3565828.22 10209196.92 7 3565707.32 10209042.51 157 3565830.25 10209199.12 8 3565711.75 10209046.59 158 3565844.03 10209214.08 9 3565716.74 10209052.74 159 3565846.06 10209216.28 10 3565705.26 10209049.13 160 3565859.95 10209231.36 11 3565707.18 10209051.21 161 3565861.98 10209233.57 12 3565712.38 10209051.83 162 3565821.38 10209178.66 13 3565704.69 10209063.19 163 3565852.99 10209212.99 14 3565706.60 10209065.27 164 3565857.37 10209209.80 15 3565709.04 10209064.23 165 3565869.15 10209241.36 16 3565710.50 10209066.15 166 3565871.19 10209243.56 17 3565723.17 10209082.75 167 3565878.40 10209251.40 18 3565727.23 10209087.16 168 3565880.44 10209253.61 19 3565726.70 10209082.90 169 3565871.36 10209239.33 20 356572738 10209083.63 170 3565873.89 10209242.07 21 3565680.43 10209085.58 171 3565894.33 10209268.69 22 356568031 10209088.40 172 3565896.36 10209270.90 23 3565653.95 10209109.97 173 3565910.26 10209286.00 24 3565656.78 10209110.08 174 3565912.30 10209288.20 25 3565657.88 10209112.97 175 3565930.73 10209308.22 26 3565649.42 10209120.76 176 3565932.77 10209310.43 27 3565646.96 10209119.57 177 3565946.67 10209325.52 28 3565649.78 10209119.68 178 3565948.70 10209327.73 29 3565643.44 10209127.63 179 3565962.59 10209342.81 30 3565601.49 10209194.27 180 3565964.63 10209345.02 31 3565596.96 10209199.22 181 3565969.57 10209350.39 32 3565600.33 10209200.18 182 3565971.78 10209348.36 33 3565595.48 10209225.09 183 3565912.27 10209274.40 34 3565587.68 10209314.27 184 3565915.09 10209274.51 35 3565586.81 10209306.64 185 3565946.34 10209311.54 36 3565566.03 10209290.14 186 3565949.17 10209311.66 37 3565584.08 10209319.98 187 3565971.54 10209341.72 38 3565587.57 10209320.29 188 3565955.73 10209324.55 39 3565494.18 1020921 2.1 3 189 3565924.12 10209290.23 40 3565486.08 10209209.86 190 3565939.93 10209307.39 41 3565482.90 10209206.41 191 3565892.51 10209255.90 42 3565481.31 10209198.15 192 3565907.73 10209272.43 43 3565446.85 10209160.74 193 3565931.95 10209298.73 44 3565442.07 10209152.45 194 3565845.73 10209271.88 45 3565428.92 10209148.66 195 3565941.46 10209375.96 46 3565397.83 10209175.36 196 3565838.84 10209264.41 47 3565514.21 10209142.88 197 3565934.11 10209382.74 48 3565516.08 10209137.89 198 3565931.40 10209379.80 49 3565535.00 10209144.40 199 3565888 -35 10209334.44 50 3565533.21 10209149.18 200 3565897.52 10209351.14 51 3565530 -62 10209156.08 201 3565884.28 10209363.34 52 3565509.46 10209155.53 202 3565870.75 10209348.64 53 3565522.52 10209120.74 203 3565870.84 10209346.52 54 3565541.73 10209126.48 204 3565882.98 10209335.35 55 3565550.49 10209218.63 205 3565833.52 10209281.65 56 3565553.47 10209218.14 206 3565822.12 10209292.15 57 3565571.65 10209191.25 207 3565818.59 10209292.00 58 3565571.98 10209189.79 208 3565816.56 10209289.80 59 3565579.58 10209149.60 209 3565816.70 10209286.26 60 3565581.12 10209150.44 210 3565828.10 10209275.76 61 3565632.87 10209075.33 211 3565838.25 10209278.65 62 3565634.62 10209075.90 212 3565831.47 10209271.30 63 3565633.04 10209057.60 213 3565702.95 10209212.93 64 3565634.79 10209057.62 214 3565713.55 10209213.37 65 3565604.69 10209330.97 215 3565714.48 10209216.60 66 3565608.58 10209287.34 216 3565703.79 10209227.13 67 3565608.82 10209284.29 217 3565699.38 10209231.20 68 3565607.74 10209324.91 218 3565687.99 10209241.01 69 3565609.58 10209304.07 219 3565684.86 10209239.79 70 3565609.77 10209301.95 220 3565743.55 10209301.31 71 3565613.64 10209304.17 221 3565743.46 10209303.43 72 3565612.43 10209305.82 222 3565746.85 10209307.11 73 3565613.56 10209258.97 223 3565748.97 10209307.19 74 3565620.61 10209222.63 224 3565775.45 10209282.81 75 3565623.40 10209218.17 225 3565775.54 10209280.69 76 3565624.91 10209216.79 226 3565772.15 10209277.01 77 3565630.54 10209216.41 227 3565770.03 10209276.92 78 3565633.67 10209219.65 228 3565817.39 10209355.66 79 3565635.70 10209221.86 229 3565831.00 10209343.13 80 3565635.62 10209223.98 230 3565833.77 10209343.92 81 3565623.49 10209235.15 231 3565833.39 10209353.11 82 3565621.10 10209226.21 232 3565815.00 10209370.04 83 3565622.56 10209223.75 233 3565804.40 10209369.61 84 3565625.13 10209228.63 234 3565798.67 10209363.38 85 3565626.59 10209226.17 235 3565798.79 10209360.56 86 3565618.92 10209234.84 236 3565811.29 10209349.04 87 3565619.63 10209237.60 237 3565903.88 10209351.40 88 3565662.36 10209193.22 238 3565893.69 10209360.79 89 3565673.54 1020920536 239 3565891.49 10209362.82 90 3565673.45 10209207.47 240 3565903.07 10209360.76 91 3565669.41 10209210.16 241 3565876.40 10209376.71 92 3565658.52 10209211.03 242 3565874.20 10209378.74 93 3565651.41 10209203.30 243 3565859.24 10209392.51 94 3565648.36 10209199.99 244 3565857.04 10209394.54 95 3565645.27 10209196.64 245 3565852.39 10209398.82 96 3565646.11 10209176.15 246 3565849.34 10209395.51 97 3565652.77 10209195.93 247 3565836.84 10209407.03 98 3565655.82 10209199.24 248 3565841.25 10209402.96 99 3565663.54 10209203.66 249 3565844.93 10209399.58 100 3565666.52 10209206.90 250 3565843.96 10209405.91 101 3565664.32 10209136.95 251 3565847.64 10209402.52 102 3565667.37 10209140.26 252 3565836.79 10209413.19 103 3565672.78 10209129.15 253 3565834.59 10209415.22 104 3565675.83 10209132.46 254 3565819.50 10209429.11 105 3565686.37 10209139.07 255 3565823.80 10209433.77 106 3565696.69 10209107.14 256 3565821.59 10209435.80 107 3565700.75 10209111.55 257 3565817.30 10209431.14 108 3565712.93 10209116.65 258 3565802.34 10209444.91 109 3565714.96 10209118.86 259 3565800.14 10209446.94 110 3565728.69 10209102.14 260 3565785.05 10209460.83 111 3565730.72 10209104.34 261 3565782.85 10209462.87 112 3565708.03 10209136.00 262 3565779.83 10209459.53 113 3565719.70 10209130.80 263 3565770.37 10209449.26 114 3565742.69 10209109.63 264 3565766.17 10209447.64 115 3565745.74 10209112.94 265 3565757.71 10209455.44 116 3565747.11 10209105.57 266 3565740.77 10209437.05 117 3565772.49 10209104.54 267 3565763.35 10209458.32 118 3565776.53 10209108.95 268 3565767.30 10209457.43 119 3565772.15 10209112.98 269 3565774.10 10209464.81 120 3565768.10 10209108.57 270 3565771.52 10209467.18 121 3565696.20 10209162.06 271 3565804.29 10209496.82 122 3565708.05 10209174.93 272 3565811.74 10209504.91 123 3565710.17 10209175.02 273 3565925.54 10209385.15 124 3565723.78 10209162.48 274 3565927.20 10209394.83 125 3565709.74 10209147.25 275 3565910.04 10209410.63 126 3565709.30 10209139.02 276 3565907.83 10209413.70 127 3565709.42 10209136.20 277 3565892.87 10209426.44 128 3565701.54 10209151.02 278 3565875.71 10209442.25 129 3565715 -54 10209145 -80 279 3565871.05 10209447.57 130 3565718.37 10209145.92 280 3565830.00 10209457.36 131 3565719.69 10209149.93 281 3565858.54 10209458.05 132 3565727.17 10209143.27 282 3565841.38 10209473.86 133 3565751.57 10209120.81 283 3565834.27 10209481.45 134 3565725.04 10209136.97 284 3565824.22 10209489.67 135 3565727.87 10209137.08 285 3565815.48 10209516.35 136 3565755.50 10209117 -95 286 3565776.00 10209473.48 137 3565753.04 10209113.81 287 3565763.08 10209481.08 138 3565750.96 10209115.73 288 3565760.03 10209477.77 139 3565761.93 10209124.94 289 3565750.30 10209428.95 140 3565757.70 10209115.92 290 3565766.56 10209446.60 141 3565773.96 10209127.17 291 3565776.47 10209437.25 142 3565789.76 10209144.34 292 3565814.90 10209398.72 143 3565805.57 10209161.50 293 3565816.58 10209400.54 144 3565806.32 10209159.21 294 3565813.82 10209403.08 145 3565808.99 10209159.30 295 3565785.27 10209396.06 146 3565840.24 10209196.33 296 3565 10209384.76 147 3565843.07 10209196.45 297 3565.783.36 10209382.92 148 3565874.39 10209233.13 298 3565770.48 10209394.78 149 3565877.22 10209233.25 299 3565774.71 10209399.36 150 3565775.82 10209140.02 300 3565768.36 10209399.10 Point Easting Northing 301 3565771.83 10209433.14 301 3565759.83 10209389.84 302 3565760.71 10209398.67 303 3565757.80 10209387.64 304 3565742.07 10209374.25 305 3565741.87 10209370.35 306 3565728.10 10209355.39 307 3565726.07 10209353.19 308 3565707.43 10209332.94 309 3565705.40 10209330.74 310 3565691.51 10209315.66 311 3565689.47 10209313.45 312 3565675.70 10209298.49 313 3565673.67 10209296.29 314 3565659.78 10209281.21 315 3565657.75 10209279.00 316 3565649.04 10209277.42 317 3565624.65 10209299.89 318 3565736.31 10209421.14 319 3565714.94 10209334.46 320 3565727.08 10209323.28 321 356572 7.16 10209 321.16 322 3565723.78 10209317.48 323 3565721.66 10209317.39 324 3565709.52 10209328.58 325 3565660.74 10209236.48 326 3565663.31 10209234.11 327 3565667.57 10209230.18 328 3565625.01 10209291.50 329 3565623.65 10209298.64 330 3565631.12 10209322.02 331 3565646.93 10209339.18 332 3565662.74 10209356.35 333 3565678.54 10209373.51 334 3565694.23 10209390 -78 335 3565710.23 10209407.77 336 3565725.97 10209425.00 337 3565628.35 10209324.58 338 3565647.52 10209345.57 339 3565699.28 10209401.77 340 3565734.67 10209440.19 341 3565732.45 10209165.15 342 3565684 -36 10209142.99 343 3565687.19 10209143.11 N o w N n1 _9 =a1� o'E � o �! v _ m om o Q> r1� m� m2 % o � v ° QU wo a Uz O OJ 0 Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning & Design Street Design Subdivision Planning & Design 0 � d- O 0 U N Q0 '- Q) O r� -� O V) co �U - (N 4- 0 C) X C) 6� 0 W O U) x > O ° 0 >1 _ C °'- Q0 Q) W N Cll c0 -� >= N U °C O r. w 6� U Ln O O Cr O [ Of 12 Sheets PROJECT BENCHMARK: Square cut in light standard. Located across from the East comer of property fronting Krenek Top Road. X= 3566020.02, Y= 10209307.72, Elevation=274.69 I -7 F . ... ................ ... . ...... Mum mm= I v�- DETENTION POND i=--" At A a i,, 11 F r -fl ' To 01 SP 0 R I P 0 L n U P, \1V1/--BAI L L-10T is END PHASE I CONSTRUCTION See Flume Jointing Dimensions T W Hill f � � �jll N 'ND PH ASS I See Dumpster CONSTRUCTION Detail for Asphalt Pavement. L IMAS E 2 . II o illy II II f5 N II a I�I Al? III Scale: 1 inch = 30 feet LEGEND PARKING LOT & SIDEWALK EXPANSION JOINT (60 ft MAXIMUM) CONTRACTION JOINT (20 ft MAXIMUM FOR PARKING) CONTRACTION JOINT (5 ft MAXIMUM FOR SIDEWALK) NOTE: 1) PAVEMENT CONTRACTION JOINTS ARE 15 ft UNLESS DIMENSIONED OTHERWISE 2) ALL DIMENSIONS ON THIS PLAN ARE TO FACE OF CURB 5 (TYP.) 5' (TYP.) Space Expansion Joints in Flume @ 60ft Max Spacing FLUME JOINTING DIMENSIONS NTS —UE UE- mu gn IN III — 8-INL a-WL if ' # 1 F H A! B- r-=r 2 END PHASE I OONSTRUCTION .... ....... .. Krenek - TCQ Road _ _ _ _ _ _ _ _ _ (60" RO _ W _-------------------- ------- -- ------ 8-w- —8- - 8-WL— 8 -WL— — 8-WL— 8- WL� . . . . . . 8-WL— — — — — — — — — — WL — — — — — — — — — — — — — — — — — — — — — — — — - - — — — — — — — — — — — — — — — — — — — — — — — — — ------- — — -" — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - —8-WL— —8-WL— — 8-WL -8-WL— —8-WL— —8-'NL— SMOOTH DOWEL BAR, See detail SEAL W/ EXPANSION JOINT MATERIAL for diameter, length and spacing (SONOBORN SL-1 OR APPROVED EQUAL) (3/4"x18" @ 12" O.0 . for curbs & concrete pvmt. Install per Manufacturer Specification 3/4" (1/2 @ 12" O.C. for sidewalk) BACKER ROD 4 See Pavement CENTER IN SLAB Detail FIRST POUR --- ND UR CEREMAR FLEXIBLE FOAM ra 6" 3" LONG METAL OR PLASTIC EXPANSION JOINT FILLER CAP WITH INSIDE DIAMETER (OR APPROVED EQUAL) TO BE 1/16" GREATER THAN NOTE: DIAMETER OF DOWEL BAR 1. CAP MUST BE LONG ENOUGH TO COVER 2" OF THE DOWEL WITH ONE CLOSED END AND WITH A SUITABLE STOP TO HOLD THE END OF THE CAP AT LEAST 1" FROM THE END OF THE DOWEL BAR. 2. EXPANSION JOINT WIDTH SHOWN IS THE MINIMUM. SHOULD THE SEALANT OR PLACEMENT CONDITIONS REQUIRE A GRE.4,TER WIDTH, THE GREATER WIDTH SHALL BE PROVIDED AT THE EXPENSE OF THE CONTRACTOR. 3. G—SEAL 626 MODIFIED PVC MATERIAL AND WOLMANIZED LUMBER MAY BE SUBSTITUTED FOR SL-1 AND CEREMAR FOAM. INSTALL PER MANUFACTURERS RECOMMENDATIONS. THIS MATERIAL MAY ALSO BE USED IN CONTRACTION AND LONGITUDINAL JOINTS. EXPANSION JOIN 11 (60' MAX. SPACING UNLESS OTHERWISE INDICATED IN PLANS) ai fi 7r' TYPE 3 CURB FOR USE WITH CONCRETE PAVEMENT OR APRON NOT A SEPARATE NTS PAY ITEM Asphalt Pavement 0 e w- I owl N.T.S. FILENAME: dumpster asphalt pavementdwg PLOTTED: 01 Apr 2003 - 8:59 am Note: This detail is to be used if if asphalt pavement alternate is chosen TYPICAL SPILL CURB & GUTTER SECTION NTS LEGEND .................................... .ontraction Joint Expansion Joint "62 c: o 11 c: a- Lj i a: NON a- 5, 75 -t E xT r utopo =1 0 � 0 zo 0� 0 .15 V a) a_ C 0 too 2.0 U) C 0 k". Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning & Design Street Design Subdivision Planning & Design E 0 4-j 0- 0 4-J LO 0 0 �A alp M a. Z C) . C14 C) a " CM EL 40) -Y .6 r- () co C14 a a < 3: , Q> 06 M < z 0 Co Q) > 0 U) C 0 k". Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning & Design Street Design Subdivision Planning & Design OP Of 12 Sheets 00 4-j 0- 0 4-J LO (j) 0 Cf) r (0 C) 4--j X 0 0 Co Q) > 0 *L- Q) 0 LL. 4 GO ( 10 Ld U) Q) 0) (D 1 0')0 Q) (C) > = C-4 0 4—J !j7, 0 U) O Lo OP Of 12 Sheets PROJECT BENCHMARK: Square cut in light standard. Located across from the East corner of property fronting Krenek Tap Road. X= 3566020.02, Y= 10209307.72, Elevation= 274.69 2' GALV, ELL 2' x 6' GALV. NIPPL REMOVE AND DISCARD I) AFTER USE BROOKS UNDERGROUND ENCLOSURE ( FOR 2' PIPE SCH. 40 GALV, PIPE MODEL 1220 II, OR APPROVED EQUAL AFTER BLOW -OFF I) NSTALL 2' MALE QUICK EXIST. GRADE -. T CONNECTION & CAP Z' BRASS BALL VALVE BRASS THREAD PIPE LINE SIZE X 2' MJ TAP PLUG 2' BRASS ELL CONCRETE BLOCKING (SEE THRUST BLOCKING DETAIL> 2' X 6' BRASS NIPPLE WATER MAIN h , I I I d - THRUST d - 0 I I I C 1' -0" W Of C3 M U. NOTE: USE POLYETHYLENE WRAP OR EQUAL BETWEEN CONCRETE & PLUG TO PREVENT CONCRETE FROM STICKING TO PLUG. d d �- THRUS -i-- o _ POUR AGAINST UNDISTURBED EARTH TEE THRUST BLOCK 10 I I ° Y V Q O M ') o UNDISTURBED EARTH PLUG THRUST BLOCK THRUST BLOCK DETAILS NTS FILENAME thrust- blockdwg PLOTTED: 04 Oct 2002 - 8:49 am FIRC I � J• ck fo rl P oled 610 n o < P N � 2 ( V0 05 0 or pT0 �gvC 6 Jp vC 60 idITH M.� \ WITH A6 CHORI @RANCH T4 NOTE: FIRE HYDRANT STEAMER FACES STREET. i8" MIN IN THRUST BLOCK NOTES: 1. ALL CALCULATIONS ARE BASED ON INTERNAL PRESSURE OF 200psi FOR 24" AND SMALLER INNER DIAMETER PIPE. 2. ALL BEARING SURFACES OF THRUST BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH OR ROCK. 3. CONCRETE FOR BLOCKING SHALL BE 2000 psi. 4. DIMENSIONS MAY BE VARIED AS REQUIRED BY FIELD WHERE AND AS DIRECTED BY THE ENGINEER. THE VOLUME OF CONCRETE BLOCKING SHALL NOT BE LESS THAN SHOWN HERE. 5. WATER MAIN WILL NOT BE FILLED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. TEE AND PLUG SCHEDULE ID (in) THRUST (tons) C (ft) A (ft) VOLUME (c.y.) 4,6,8 5.1 1.5 2.5 0.3 10,12 11.3 1.5 3.5 0.6 GENERAL WATER LINE CONSTRUCTION NOTES: 1. ALL CONCRETE BLOCKING SHALL BE 2000psi. 2. ALL THRUST BLOCKING WILL PROVIDE A MINIMUM OF 2 SQ. FT. OF BEARING AREA OF CONCRETE ON UNDISTURBED SOIL, OR AS DIRECTED BY THE ENGINEER. 3. ALL PIPE WILL BE LAID SO AS THE ENTIRE BARREL WILL HAVE FULL BEARING ON THE FINE GRADED TRENCH BOTTOM. BELL HOLES SHALL BE CUT FOR EACH BELL AND FIRE HYDRANT. 4. WATER MAIN WILL NOT BE FILLED UNTIL ALL CONCRETE BLOCKING HAS REACHED 1500psi. 5. ALL GATE VALVES TO BE: A. "0" RING TYPE WITH NON- RISING STEMS. B. MECHANICAL JOINTS COMPLETE WITH GLANDS, BOLTS, AND GASKETS. C. OPEN COUNTERCLOCKWISE (TO LEFT). D. FURNISHED WITH 2" SQ. OPERATING NUTS. E. ALL BOLTS AND NUTS TO BE STAINLESS STEEL A304 OR A316. 6. ALL FITTINGS SHALL BE MECHANICAL JOINTS, UNLESS OTHERWISE DIRECTED BY FIELD REPRESENTATIVE. 7. FACE STEAMER CONNECTION TOWARD NEAREST CURB OR STREET UNLESS OTHERWISE SHOWN ON PLANS OR DIRECTED BY FIELD REPRESENTATIVE. 8. 6" M.J. GATE VALVES TO BE RESILIENT SEAT TYPE. 9. FOR FIRE HYDRANTS WITH M.J. OR A.C. PIPE SHOES, STRAPPING LUGS ARE FURNISHED AS STANDARD ITEMS. CO NC � R 5 ON d p pl � J pLSOT� OUT T NOLI .N05KN5UC pN GA5T M AN 4 16 ,,RANI pg p 5TM e cR eN T Vlb E aF A LL JOI AT e W/ ST IN k VH a N El SISI;R p T Ip veR p pE F RM Nr ORE IN S TAL L E L E PSI O ANO NOTeY 0 qM O g Mg eNERgNOR� H OUT EIE N OTL. SIZE) aF SFe B EN 6' " �lR gIN 10. IF DEPTH FROM TOP OF OPERATING NUT TO TOP OF VALVE BOX M J Ep p I EXCEEDS 5'0", THEN A VALVE STEM EXTENSION SHALL BE REQUIRED. AN . (�pE c � Up IIN G pR E 6 ON EE wl P LUG )NOT r fE) AT' UOTT0 FNT M PRECAST MANHOLE DETAIL FR Or Mq E (aN C478) W/ PREMW SAM pIpFNHa�E RISE Manhole Diameter Specified on Plans,4' MinNTS CONNECT PIPE TO MANHOLE USING ASTM A923 FLEXIBLE CONNECTOR 12-1 12:1 MIN o" ,,� // FIRE HYDRANT ASSEMBLY-TYPE 2 & J NTS FILENAME fire- hydrant.dwg PLATTED: 22 Sep 2001 - 2:52 pm 2" P.V.C. (PAINT BLUE) i ' (MIN.) / P.U.E. 'MAX* DOUBLE STRAP BRONZE SADDLE OR TAPPED TEE W /CORPORATION -1" FULL PORT BALL VALVE �"jW/ BRASS PLUG " FOR SINGLE SERVICE 1 1/2" FOR DOUBLE SERVICE \ WATER MAIN TYPICAL WATER SERVICE CONNECTION TYPICAL - NTS SECTION A -A Manhole Diameter Largest Pipe Manhole Inner Diameter > 15" 4' >15" & <24" 5' >24" & <42" 6' >42" & <66" g' IN S T RU (SP FC 0 AL 0 S A RF IN 6 S IAA as) q N p ER eA a 1S �I� M ATE ALL TH FILL MOIS AT Oa 8 M THe R RE CITH c e N F cO pTIM MO cH RN bl`T M ENT NTENT To PRO Al� USF IL OTP R �� MU M I) BASE THICKNESS D SEE NOTE 5 o < DIMENSION 'b" SEE NOTE 6. "D" =DEPTH OF INVERT CHANNEL GENERAL NOTES: 1. FOR ALL TYPE MANHOLES PLACE CONCRETE FOOTING OR BASE ON FIRM SOIL OR OVER- EXCAVATE TO FIRM SOIL AND BACK FILL WITH STANDARD GRADATION CRUSHED STONE. (NOT A SEPARATE PAY ITEM.) 2. ON ALL MANHOLES, ALLOW FOOTING OR BASE AND FIRST SECTION OF WALL TO CURE A MINIMUM OF 24 HOURS BEFORE SETTING ADDITIONAL WALL FORMS AND PLACING CONCRETE IN FORMS. 3. PRECAST MANHOLE SECTIONS SHALL CONFORM TO ASTM C478. JOINTS SHALL BE SEALED W/ RAM -NECK. IN LIEU OF THICKNESS AS SPECIFIED IN C478, SECTION 7, DESIGN -THE MINIMUM THICKNESS FOR MANHOLE RISERS SHALL BE AS LISTED UNDER WALL "B" IN THE "CLASS TABLES" OF ASTM C76, REINFORCED CONCRETE PIPE 4. MANHOLE COVERS SHALL BE MARKED WITH CITY LOGO AND THE WORDS "SANITARY SEWER ". PICK BARS/ OR LUGS SHALL ALSO BE CAST IN MANHOLE COVERS. NO OPEN HOLES ALLOWED IN COVER. THE CAST IRON RING AND COVER (V -1342) SHALL BE FURNISHED & INSTALLED BY CONTRACTOR. "WATER TIGHT" RING & COVER SHALL BE VULCAN FOUNDRY V -2342 W /ANCHOR BOLTS. 5. MANHOLE BASE OR FOOTING THICKNESS AS FOLLOWS: MANHOLE DEPTH (FT.) THICKNESS (IN.) 0 - 8 9 8 - 12 10 12 & OVER 12 6. DIMENSION "D "= 1/2 x DIAMETER FOR PIPES < 412" & 3/4 x DIAMETER FOR PIPES 412" TO 424 ". FULL DIAMETER FOR PIPES > 424" 7. WHERE BASE IS CAST IN PLACE, BASE SHOULD EXTEND 9" BEYOND O.D. OF RISER SECTION AND BE REINFORCED W/ #4 @12" O.C.E.W. 8. ALL JOINTS AT MANHOLE SECTIONS & OTHER OPEN OR COLD JOINTS,' OR LIFTING HOLES, SHALL BE THOROUGHLY FILLED WITH SYNKO FLEX OR OTHER APPROVED MASTIC WATERPROOFING MATERIAL. (PRECAST MANHOLES ONLY, NOT A SEPARATE PAY ITEM.) 9. SEE PLAN SHEETS FOR APPROXIMATE TOP ELEVATION. SET TOP FLUSH W /PAVED SURFACE (INCLUDING SIDEWALK) OR 3" ABOVE UNPAVED SURFACE. 10. USE ADEKA SEALANT OR APPROVED EQUAL BETWEEN RING /COVER, ADJUSTMENT RINGS AND CHIMNEY OR CORBEL CONE SECTION. 11. GLASS FIBER REINFORCED POLYESTER (FRP) MANHOLES BY CONTAINMENT SOLUTIONS OR APPROVED EQUAL SHALL BE ACCEPTABLE. SEE SPEC BOOK FOR ADDTIONAL DETAILS. vi m ° coo 3a � °T N flf cn N G - N C O E- . tO E�oaa� m z - N C C O 0 E 0 �om O � � � 1 o� m , N Nco y N O Q 3Q o o c� W O c rn a� E > N � E o U C.0 N 0_ Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning &; Design Street Design Subdivision Planning & Design L_ ;�- OO 41 N d tD n L0 J� �Q U) -- *f I J ( - V) ` 0 � N w C) C -� (!) X (5) C q r- � O W c E (D • L L. 6 N ) C_ �3 •�, V) 0) _W.� � co -C C3) > N Uc 'E0 �� rn C O In U W W v� z ftIft Z V r' J 4 E At W D I I' Of 12 Sheets 4, PROJECT BENCHMARK: Square cut in light standard. Located across from the East comer of property fronting Krenek Tap Road. X= 3566020.02, Y= 10209307.72, Elevation= 274.69 M o q 0 2.00 1.00' 12" WIDE TRENCH GRATE =RAME, HS -20 RATED 'ED TO WALK FL AS SHOWN ON PLANS (0.25% MIN) FLUME DETAIL NTS FILENAME: FLUME &GRATE.dwg PLOTTED: 08 Apr 2003 - 4:13 pm Bars P) 3000psi CONCRETE — NTS B/C TO B/C VARIES RADII VARY, SEE PLANS FOR EACH ISLAND'S RADII Cc 44 Bar x 18" @ Grout into ex. curb (8" min. depth) i 4" MIN i varies f See Standard Concrete Sidewalk Detail) TION DETAIL Length shown D •*7,N:> W/ #3 BARS @12" OCEW. STAMPED COLORED CONCRETE ISLAND DETAIL N.T.S. � 30 00 oo tnl io #e�,,re. r te. G . Go G I Galvanized P Fence Post 2' W-01 - =SEf :-BACK E^, PLAN VIEW RETAINING WALL DETAILS NTS FILENAME: RETAINING- WALLdwg PLOTTED: 02 Apr 2003 - 12:06 pm CURB OPENING DETAIL N.T.S U End of Pipe F/L —� For Payment -- - - - -- - - - - - -- Joint as Required L C E Continuous �' V - 2" Conc. Rip Rap — — I 3 Bars @ 12" O.C.E.W. Field bend reinforcement wire - -- _ I and tie to proposed reinforcement Conc Riprap A i SECTION A— A . 8" Class B Concrete _ O Sto� Vor�es Pipe I.D. Wolf Thk. Pipe 0 -D, SLOPE C E L W 18" 2" 23" 4:1 12" 58" 70" 51" 21 " 21" 26� 4:1 30" 71 101 " 54 36" 4" 44" 6:1 36" 180" 216" 72" 12 CAST IN PLACE SLOPED HEADWALL DETAILS CONC. RIPRAP SHALL BE INCLUDED IN BID PRICE FOR EACH HEADWALL NTS COMPACTED Sidewalk forcement GRANULAR ( *) 5" Allowable in BASE all parking spaces CONCRETE PAVEMENT DETAIL (Base Bid) NTS Proposed Headwall See SD sheet for quantity of "RIP RAP" rip —rap to be used Use River Rock NE — \ \�\ 6 "<b<12" See Sht GP Permanent 4 for Elevation Pond See Sht GP for Elevation 1I Proposed Pipe — ____— _-- __ —___ _ — 3 MAX' 1 RIPRAP DETAIL @ PROP. HEADWALLS NTS #3 Bars @ 18" O.C.E.W. #3 Rebar @12" Centers Centered Within 4" Concrete Backfill Wood Float Finish Backfill i — III — III =1 4" Thick Concrete II II1 =1II III - - - `. II1= 1I1 =1II II III —III I I1 =1 ' —II I I I I_I I I 1 =1 I -1 11 -1 I I I I I _I I I -1 11 =1 I . . . . . . . . . . . i —I L — i I — * 2" CEMENT STABILIZED SAND Prepared Subgrade OR LIME STABILIZED SUBGRADE Expansion Joints @ 60' o.c. Contracting Joints @ 5' o.c. STANDARD CONCRETE SIDEWALK DETAIL NTS * 5" CONCRETE ON PREPARED SUBGRADE IS ACCEPTABLE. GUTTER Light Broom Finish w/ Grooves (1/8" Deep x 1/4" to 3/4" Wide 0 3/4' to 2" Apart). RAMP & LANDING AREA DETAIL Light Broom Finish w/ Grooves ,/4, Deep x 1/4" to 3/4" Wide @ 3/4" to 2" Apart). r (TYp•) Provide 6" Raised curb on the 5•S' ©F���' backside of the ramp and the landing area. -- - - - - - - - - - - - - - - - - - - - - - - - - - - - . a" I :.r a e +.+ a; • a c.. 4' NTS FILENAME: HMAC -PAV -Alt A and B.dwg PLOTTED: 10 Mar 2003 - 11:48 am • vi m c - C O Lq Provide 6" Raised curb on the E- oa-o.� c 0. ° o Z _� -6 L N C C 0, �_ Q� �' a E U a , m om + backside of the ramp and the N O 0 Q ID 3 s U W O 4 a landing area. � E D : I� - { I .2 N I I J a (h J c w 4' _O a w o (min.) o to Back b Cu L GUTTER Light Broom Finish w/ Grooves (1/8" Deep x 1/4" to 3/4" Wide 0 3/4' to 2" Apart). RAMP & LANDING AREA DETAIL Light Broom Finish w/ Grooves ,/4, Deep x 1/4" to 3/4" Wide @ 3/4" to 2" Apart). r (TYp•) Provide 6" Raised curb on the 5•S' ©F���' backside of the ramp and the landing area. -- - - - - - - - - - - - - - - - - - - - - - - - - - - - . a" I :.r a e +.+ a; • a c.. 4' NTS FILENAME: HMAC -PAV -Alt A and B.dwg PLOTTED: 10 Mar 2003 - 11:48 am • vi m c - C O Lq d a , =rn >i c._ �to a c o . =to O:dU E �o E- oa-o.� c 0. ° o Z _� -6 L N C C 0, �_ Q� �' a E U a , m om + o cQr 0 >w mo NSA m vN N N O 0 Q ID 3 s U W O 4 a fn �_ � E D : .2 N N of E O U L Civil Engineering Hydraulics; Hydrology; Utility Planning & Design Site Planning & Design Street Design Subdivision Planning & Design Vl Op ^^ . U •0 1..1. ( D O M - J 0 / O , wv �� � _0 U) Q) C: c � L > O o (1) l) 0 C - 0) — w L .D) I (D CO > _ N U •E IO U) 0) U) t — O U I� W 14 � I � w � o �v w® I j V U I i i I �I Ij i I Of 12 Sheets PROPOSED 6" CURB