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Home My WebLink AboutGrading Plans - 08/05/2024 XVkG EN��1.. � F 2\ ALLES TAYLOR & DUKE, LLC 3610 35TH AVE.UNIT#6 LICENSED PROFESSIONAL ENGINEERS EVANS,CO 80620 02s LICENSED PROFESSIONAL LAND SURVEYORS 970-330-0308 7/24/2024 (Revised 8/2/2024) rGrading/Stormwater Plan Accepted Matt Simpson Permit Released) Accepted by: Dan Mogen Utility Development Review Engineer Date: 08/05/2024 Ort City of Fort Collins 970-416-2754 505 Stover St Subject: Drainage Letter S 1/2 LOT 4, BLK 175, FTC Jeff Dodd B2404778 505 Stover St B2404344 Fort Collins, CO 80524 The owner, Jeff Dodd, is proposing to construct two accessory buildings with habitable space on the subject property (site) at 505 Stover St, Fort Collins, CO 80524. A grading and drainage map was created by Alles, Taylor & Duke (ATD) and is attached for reference. The majority of stormwater runoff generated onsite either flows to the Alley or to Stover St. The grading & drainage map has two drainage Sub-basins delineated (Sub-basin Street and Sub- basin Alley) with the surface area information shown below. Existing Surface Areas (Sub-basin Street) Existing Surface Areas (Sub-basin Alley) roofs (impervious) 573 sf roofs (impervious) 337 sf landscape/open space 3296 sf landscape/open space 6244 sf total 3869 sf total 6581 sf Proposed Surface Areas (Sub-basin Street) Proposed Surface Areas (Sub-basin Alley) roofs (impervious) 1773 sf roofs (impervious) 337 sf landscape/open space 3204 sf landscape/open space 5136 sf total 4977 sf total 5473 sf The total impervious area increases from 910 sf to 2,110 sf. The impervious area draining to the alley does not change and the total alley sub-basin area decreased in size by 1,108 sf. Stormwater runoff that reaches the Alley to the West then travels South until approximately mid-block of the alley and then East onto private property. Routing the flows from the proposed buildings to Stover St will help reduce the flows that reach the private property South of the site. The two proposed buildings will have downspouts that will connect either to a 6" SDR35 PVC pipe or a 6" ADS Flex pipe, which will be sloped to run East to Stover St. Post project confirmation will be required for CO release. Photographs of the connection points will be sent 1 i 1j ALLES TAYLOR & DUKE, LLC 3610 35TH AVE.UNIT#6 \ �V LICENSED PROFESSIONAL ENGINEERS EVANS,CO 80620 LICENSED PROFESSIONAL LAND SURVEYORS 970-330-0308 G�TlNG pF°` to masimpson@fcgov.com. The grading & drainage map shows details of how the pipe outlet will be constructed at the future detached sidewalk. The gutters, the gutter drop outlet, the 6" pipe and the sidewalk chase are adequately sized to handle flows from a 100-yr storm event, reference calculations below and attached spreadsheets. The Rational Method was used to calculate the 100-yr flows generated from the roofs of the two proposed buildings. The Rational formula is represented by the following equation: Q= CIA Q= Peak Rate of Runoff, cfs C = Runoff Coefficient, dimensionless I = Rainfall Intensity, in/hr A = Area of the Basin or Sub-basin, acres Cioo = 1.00 (Worst case scenario for roofs) Ino= 9.95 in/hr (Tc= 5 minutes) A = 0.028 acres (roof area of 2 buildings is 1,200 sf) Qioo= 1.00 x 9.95 in/hr x 0.028 acres Qioo= 0.28 cfs for both roofs Qioo= 0.14 cfs per roof A 5" gutter located on the north side of each building will route stormwater to the downspout located at the Northeast corner of each building. With a 0.10% slope on the gutter and a flow rate of Qioo = 0.14 cfs, the water depth is 0.33 ft (4"). The gutter has a depth of 5". Adequately sized. The gutter drop outlet (2.5" diameter orifice) was analyzed to check if it can handle the flow rate Qioo = 0.14 cfs. When the gutter is at full capacity (5" depth), the drop outlet can handle the flow rate Qioo = 0.14 cfs with a 2.5" diameter orifice. Two different 6" pipes were analyzed for capacity capabilities for a 100yr peak flow rate of 0.28 cfs (SDR35 PVC and ADS Flex Pipe): A 6" SDR35 PVC pipe can handle up to 0.68 cfs, a 100-yr peak flow of 0.28 cfs results in 41% of full flow in pipe. Adequately sized. 2 fti\NC i��NC�� --•.�, ALLES TAYLOR & DUKE, LLC 361035TH AVE, UNIT#6 LICENSED PROFESSIONAL ENGINEERS EVANS,C080620 LICENSED PROFESSIONAL LAND SURVEYORS 970-330-0308 A 6" ADS Flex Pipe can handle up to 0.30 cfs, a 100-yr peak flow of 0.28 cfs results in 93% of full flow in pipe. Adequately sized. The ADS pipe would have subcritical flows (Froude No. = 0.49) and low velocity (V= 1.7 fps) for self-cleansing. The ADS pipe is adequate but not recommended. The sidewalk chase was also analyzed for capacity to handle 100-yr peak flows received from the drainage pipe. Per City of Fort Collins Detail D-1013, the depth of the channel through the sidewalk varies. A 100-yr peak flow of 0.28 cfs results in a depth of 0.06 ft (0.72 in). Will be adeq Mark A. Ta lor, PE State of Colorado No. 46065 alles_taylor duke@yahoo.com0 ?12EG/42rt. 970-330-0308 i 6MAL a 3 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 2.0 Runoff Methodologies 2.0 Runoff Methodologies There are two runoff analysis methodologies that are approved by the City: the Rational Method and the Stormwater Management Model (SWMM). In general, the chosen methodology should follow the basin size limitations listed in Table 2.0-1 below. SWMM must also be used to assess the performance of multiple detention basins in parallel or in series in a particular watershed. The City is the determining authority with respect to the appropriate methodology to use under uncertain circumstances. Please note that the Colorado Urban Hydrograph Procedure (CUHP) is not allowed to be utilized for hydrology analysis for Fort Collins area projects because this procedure is calibrated using Denver/Boulder rainfall data. Table 2.0-1: Runoff Calculation Method Project Size Runoff Calculation Method < 5 acres Rational Method Required 5-20 acres Rational Method or SWMM Accepted >_ 20 acres SWMM Required Reference' Drainage Report submittal requirements must be prepared in accordance with the criteria set forth in Chapter 2: Development Submittal Requirements. 3.0 Rational Method 3.1 Rational Formula The methodology and theory behind the Rational Method is not covered in this Manual as this subject is well described in many hydrology reference books. However, the Rational Method procedure is generally provided in the following sections. Runoff coefficient calculations, rainfall data, and the time of concentration formula are specific to the City and are included below. The Rational Formula is represented by the following equation: Q = CIA Equation 5-1 Where: Q= Peak Rate of Runoff, cfs C= Runoff Coefficient, dimensionless I = Rainfall Intensity, in/hr A=Area of the Basin or Sub-basin, acres City of 3.1 Rational Formula Fort Collins Page 3 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method Table 3.2-2. Surface Type- Runoff Coefficients Surface Type Runoff Coefficients Hardscape or Hard Surface Asphalt, Concrete 0.95 Rooftop 0.95 Recycled Asphalt 0.80 Gravel 0.50 Pavers 0.50 Landscape or Pervious Surface Lawns, Sandy Soil, Flat Slope< 2% 0.10 Lawns, Sandy Soil,Avg Slope 2-7% 0.15 Lawns, Sandy Soil, Steep Slope >7% 0.20 Lawns, Clayey Soil, Flat Slope <2% 0.20 Lawns, Clayey Soil, Avg Slope 2-7% 0.25 Lawns, Clayey Soil, Steep Slope>7% 0.35 3.2.1 Composite Runoff Coefficients Drainage sub-basins are frequently composed of land that has multiple surface types or zoning classifications. In such cases a composite runoff coefficient must be calculated for any given drainage sub-basin. The composite runoff coefficient is obtained using the following formula: Y(C;xA;) C= '-' A Equation 5-2 t Where: C= Composite Runoff Coefficient Ci = Runoff Coefficient for Specific Area (A;), dimensionless Ai =Area of Surface with Runoff Coefficient of Ci, acres or square feet n = Number of different surfaces to be considered At=Total Area over which C is applicable, acres or square feet 3.2.2 Runoff Coefficient Frequency Adjustment Factor The runoff coefficients provided in Table 3.2-1 and Table 3.2-2 are appropriate for use with the 2-year storm event. For any analysis of storms with higher intensities, an adjustment of the runoff coefficient is required due to the lessening amount of infiltration, depression retention, evapotranspiration and other losses that have a proportionally smaller effect on high-intensity storm runoff. This adjustment is City of 3.2 Runoff Coefficients Fort Collins Page 5 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards(Ch. 5) 3.0 Rational Method Table 3.4-1. IDF Table for Rational Method Duration Intensity Intensity Intensity Duration Intensity Intensity Intensity 2-year 10-year 100-year 2-year 10-year 100-year (min) (in/hr) (in/hr) (in/hr) (min) (in/hr) (in/hr) (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 City of 3.4 Intensity-Duration-Frequency Curves for Rational Method Fort Collins Page 8 IF-- CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: Jeff Dodd -505 Stover St, Fort Collins, CO 80524 Pipe ID: 6" SDR35 PVC Pipe Tc %� 110W r�1TP11 '/r Y i Design Information (Input) Pipe Invert Slope So= 0.0104 ft/ft Pipe Manning's n-value n = 0.0110 Pipe Diameter D= 6.00 inches Design discharge Q= 0.28 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.20 sq ft Full-flow wetted perimeter Pf= 1.57 ft Half Central Angle Theta = 3.14 radians Full-flow capacity Qf= 0.68 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Theta= 1.47 radians Flow area An = 0.09 sq ft Top width Tn = 0.50 ft Wetted perimeter Pn = 0.73 ft Flow depth = 0.22 ft Flow velocity Vn = 3.29 fps Discharge Qn = 0.28 cfs Percent Full Flow Flow= 41.2% of full flow Normal Depth Froude Number Frn=1 1.40 supercritical Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.64 radians Critical flow area Ac= 0.11 sq ft Critical top width Tc= 0.50 ft Critical flow depth Yc= 0.27 ft Critical flow velocity Vc= 2.62 fps Critical Depth Froude Number Fr,= 1.00 "Unexpected value for Manning's n 24-044 SDR35 PIPE.xlsm, Pipe 7/24/2024, 1:38 PM IF-- CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: Jeff Dodd -505 Stover St, Fort Collins, CO 80524 Pipe ID: 6"ADS Flex Pipe Tc %� 110W r�1TP11 '�r Y i Design Information (Input) Pipe Invert Slope So= 0.0104 ft/ft Pipe Manning's n-value n = 0.0250 Pipe Diameter D= 6.00 inches Design discharge Q= 0.28 cfs Full-flow Capacity(Calculated) Full-flow area Af= 0.20 sq ft Full-flow wetted perimeter Pf= 1.57 ft Half Central Angle Theta = 3.14 radians Full-flow capacity Qf= 0.30 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Theta= 2.14 radians Flow area An = 0.16 sq ft Top width Tn = 0.42 ft Wetted perimeter Pn = 1.07 ft Flow depth = 0.38 ft Flow velocity Vn = 1.73 fps Discharge Qn = 0.28 cfs Percent Full Flow Flow= 93.3% of full flow Normal Depth Froude Number Frn= 0.49 subcritical Calculation of Critical Flow Condition Half Central Angle(0<Theta-c<3.14) Theta-c= 1.64 radians Critical flow area Ac= 0.11 sq ft Critical top width Tc= 0.50 ft Critical flow depth Yc= 0.27 ft Critical flow velocity VC= 2.62 fps Critical Depth Froude Number Fr,= 1.00 "Unexpected value for Manning's n 24-044 ADS Flex Pipe.xlsm, Pipe 7/24/2024, 1:39 PM Normal Flow Analysis - Trapezoidal Channel Project: Jeff Dodd -505 Stover St, Fort Collins, CO 80524 Channel ID: Sidewalk Channel Fr= E------------I------------- Yo 1 Y 1� • '' Z1 E-----B------> Z2 Desiqn Information(Input) Channel Invert Slope So= 0.0200 ft/ft Manning's n n = 0.012 Bottom Width B= 2.00 ft Left Side Slope Z1 = 0.00 ft/ft Right Side Slope Z2= 0.00 ft/ft Freeboard Height F= 0.00 ft Design Water Depth Y= 0.06 ft w Condtion(Calculated) Discharge Q= 0.28 cfs Froude Number Fr= 1.85 Flow Velocity V= 2.48 fps Flow Area A= 0.11 sq ft Top Width T= 2.00 ft Wetted Perimeter P= 2.11 ft Hydraulic Radius R= 0.05 ft Hydraulic Depth D= 0.06 ft Specific Energy Es= 0.15 ft Centroid of Flow Area Yo= 0.03 ft Specific Force Fs= 0.00 kip 24-044 OPEN CHANNEL.xls, Basics 8/2/2024, 12:53 PM Normal Flow Analysis - Trapezoidal Channel Project: Jeff Dodd -505 Stover St, Fort Collins, CO 80524 Channel ID: Gutter Fr= E------------I------------- Yo � =` Y 1� • 1 Z1 E-----B------> Z2 Desiqn Information(Input) Channel Invert Slope So= 0.0010 ft/ft Manning's n n = 0.012 Bottom Width B= 0.42 ft Left Side Slope Z1 = 0.00 ft/ft Right Side Slope Z2= 0.00 ft/ft Freeboard Height F= 0.00 ft Design Water Depth Y= 0.33 ft l Flow Condtion(Calculated) Discharge Q= 0.14 cfs Froude Number Fr= 0.31 Flow Velocity V= 1.00 fps Flow Area A= 0.14 sq ft Top Width T= 0.42 ft Wetted Perimeter P= 1.08 ft Hydraulic Radius R= 0.13 ft Hydraulic Depth D= 0.33 ft Specific Energy Es= 0.35 ft Centroid of Flow Area Yo= 0.17 ft Specific Force Fs= 0.00 kip 24-044 OPEN CHANNEL- GUTTER.xIs, Basics 8/2/2024, 12:55 PM ORIFICE FLOW CALCULATIONS(GUTTER DROP) Q=CA(2gh)112 City of Fort Collins Equation 9-9 Per Lindeburg 11th Edition Table 17.5, Co=Orifice Discharge Coefficient= 0.82 Orifice Coefficient for Short Tube(no separation) Ao=Orifice Area(ft)= 0.034 2.5"diameter orifice g=gravitational constant(ft/secz)= 32.2 d=Characterstic depth(ft)= 0.42 radius of orifice(ft)= 0.104 Q= 0.14 CFS 100yr peak flow rate per roof=0.14 cfs 5"Gutter drop outlet with 2.5"diameter orifice is adequate A� VARIES VARIES BACK OF CURB BRASS SCREW 18" O.C. EDGE OF STREET SLOPE WITH COUNTERSINK VARIES 0.5%SLOPE(MIN.) HEAD FLUSH WITH PLATE -:a •. 3' (TYP.) a.•. fo a EXPANSION } MATERIAL H Y8" GALV. SECTION A-A STEEL PLATE tB B� 2' EXPANSION SIDEWALK 5/s GALV. STEEL PLATE 3"x2"x%$" GALV. ANGLE MATERIAL (Np ) IF SEE DETAIL 1 :.'.., VARI ES . 1 °a 1 2 .: 2 3' EXTEND WALK 6" ON W C BOTH SIDES O WALK SECTION B-B BACK a OF t a > CURB O 12" R � 12" R - A�J %$" GALV. STEEL PLATE %$" BRASS SCREW EDGE OF 3'-3" 2' OPENING 3'-3" 18 O.C. WITH STREET COUNTERSUNK HEAD 8' 6„ 2' DEPRESSED GUTTER FLUSH WITH PLATE v #4@ 2" PLAN W O.C. � #4@12" 3"x2"x%$„ #3 REBAR >� O.C. GALV. ANGLE � ANCHOR 18 O.C. #4@12" O.C. SECTION C-C DETAIL 1 METAL SIDEWALK CULVERT FOR VERT. CURB & GUTTER AND DETACHED SIDEWALK - OUTFALL TO CURB of CITY OF APPROVED: DETAIL � ^w FORT COLLINS STORMWATER COitlnS FORT coLUxsSCO. CONSTRUCTION DETAILS DATE: 7/30/2013 D - 1 0 B (970) 221-6700 DRAWN BY: D. MOGEN 14 GRADING PLAN FOR 505 STOVER STREET EXISTING SURFACE AREAS (SUB-BASIN STREET) LOCATED IN THE NW 1/4 OF THE NE 1/4 OF SECTION 13, ROOFS (IMPERVIOUS) 573 SF GRADING PLAN FOR 505 STOVER ST TOWNSHIP 7 NORTH,RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, LANDSCAPE/OPEN SPACE 3296 SF BUILDING PERMIT#B2404778 &B2404344 CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO TOTAL 3869 SF CONTACT INFORMATION: PROPOSED SURFACE AREAS(SUB-BASIN STREET) NAME: JEFFREY DODD ROOFS (IMPERVIOUS) 1773 SF ADDRESS: 505 STOVER ST NOTES: DRAINAGE NOTES: LANDSCAPE/OPEN SPACE 3204 SF FORT COLLINS, CO 80524 1. THE RECORDED LOT SIZE IS 55'X 190' 1. INSTALL 108.3 LF, 6" SDR35 PVC PIPE OR 6" TOTAL 4977 SF PHONE NUMBER: (415)987-3695 = 10,450 SF(0.24 ACRES). ADS FLEX PIPE @ 1.04% SLOPE. EMAIL ADDRESS: JEFFREYDODD@MAC.COM 2. PROPERTY LINES AS SHOWN ARE 2. ALL PROPOSED BUILDING ROOF DRAINS TO EXISTING SURFACE AREAS (SUB-BASIN ALLEY) APPROXIMATE,BASED ON BE PLUMBED IN TO 6"DRAINAGE PIPE. ROOFS (IMPERVIOUS) 337 SF APPARANT ALLEY ROW AND SIDE 3. FINISH GRADE AWAY FROM PROPOSED LANDSCAPE/OPEN SPACE 6244 SF LOT FENCES. STRUCTURES AS SHOWN ON MAP BELOW. TOTAL 6581 SF 3. PROPERTY PINS WERE NOT FOUND. 4. DRAINAGE PIPE DISCHARGE AT SIDEWALK 4. THE PROPOSED BUILDINGS ARE CULVERT(SEE DETAILS SHEET 2). PROPOSED SURFACE AREAS(SUB-BASIN ALLEY) ACCESSORY BUILDINGS WITH 5. THE EXISTING HOUSE DOES NOT HAVE ROOFS (IMPERVIOUS) 337 SF HABITABLE SPACE. DOWNSPOUTS AT THIS TIME.ADDING LANDSCAPE/OPEN SPACE 5136 SF 5. THE HATCHED ROOF AREAS WILL DOWNSPOUTS WILL NOT IMPACT THE TOTAL 5473 SF CHANGE SUB-BASINS FROM ALLEY DRAINAGE BASINS. * THE TOTAL IMPERVIOUS AREA INCREASES FROM 910 TO STREET. SF TO 2,110 SF. THE IMPERVIOUS AREA DRAINING TO THE ALLEY DOES NOT CHANGE,THE TOTAL ALLEY SUB-BASIN AREA DECREASED IN SIZE BY 1,108 SF. SITE BENCHMARK PIPE INVERT @ 101.05' BREAKPOINT 108.3 LF, 6"PIPE @ 1.04% TOP BACK OF CURB COVER OVER PIPE= 1.7'f SLOPE(SEE NOTE 1) (ASSUMED ELEV= 100.00') tid o 20' �p� �p� tip/ 6.0' �p� - 6.O . (SEE 103.0 I DETAILS LEGEND 41.7' o� 1.460 / 17.2' - I I IIr~�SHEET 2) -••-••-••-••- = EXISTING DRAINAGE BASIN , , } 4, / 2 ° l:'. I " TOPBACK 1g1°I° PROPO�ED BLDG- PROPOSED BL -8.56d° `'? PIPE INVERT I CURB - - - 102.5 - - - = MAJOR EXISTING CONTOURS '-1 .3o°f° --- 102.0 - - - = MINOR EXISTING CONTOURS \ 600 SF 600 SF 14.6 @ 99.93' { u p� FF= 104.15' `FF= 104.25' N DRAINAGE 102.5 = MAJOR PROPOSED CONTOURS w do/ \ /� '12 0 EX19T ,o I 5 o o 0 0 0 0 0 1 s o sus-BASIN SWALE TO I I = ` \ 1030102.0 \ • ��,• STREET I 5. EXIST C MINOR PROPOSED CONTOURSURB 102.5- 0'_ _102•$EXISTING DRAINAGE FLOW EXIST 21.2' SUB-BASIN / I I II o \ o \ / 29.0' ,� \ 29.0' h ,j ALLEY kn EXIST HOUSES Fn FLOW 2 .� - = PROPOSED DRAINAGE FLOW \ o s ^, 910 SF I � ti I I II 10 LINE ti \ ti ti lob Np`Z D� 40.8'/l tip oil I I I I I 4.0' -�102,45 _ EXISTING SPOT ELEVATION tioti� tioti� \ �oti� �oti� o tio�'� i tip2 0.31°/ .�p`Z' 30.5 I II 1 FUTURE 404.15 ' = PROPOSED SPOT ELEVATION r 5.1, 5.1' O� 00 SIDEWALK VERIFY R.O.W. = SEE NOTES #5 BREAKPOINT P = DOWNSPOUT REVISIONS SCALE: 1" = 20' GRADING PLAN # Date: Description Appry DESIGNED BY: MT ALLES TA YL OR a��l�G ENcrt�� DRAWN BY: DC & DUKE LLC JEFFREY DODD i 8/5 Revisions per City Comments MT CHECKED MT , 505 STOVER STREET3610 FORT COLLINS, CO 80524 DATE PROJECT N0. 35 Ave., Unit 6 � A T Evans, Col 80620 D z Evan 0 COUNTY OF LARIMER COLORADO (970) 330-0308 SG`Tr,VG V�y�� SHEET 1 OF 3 8/5/2024 2024-044 ENGINEERING & LAND SURVEYING SERVICES PART OF THE NE 1/4 OF SEC. 13, T. 7 N. R. 69 W. GRADING PLAN FOR 505 STOVER STREET VERIFY 41 5.0' 4 *REFERENCE CITY OF FORT LOCATED IN THE NW 1/4 OF THE NE 1/4 OF SECTION 13, R.O.W. COLLINS DETAIL D-loB TOWNSHIP 7 NORTH,RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, ° FUTURE ' (DETACHED E TWALx CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO DETACHED CULVERT)SHEET NOTES: SIDEWALK ONLY CONSTRUCT THE CURB 1. THE EXISTING WATER LINE AND SEWER LINE 00 0 CUT AND U CHANNEL FROM 6"PIPE EXISTING CURB TO EAST LOCATIONS ARE APPROXIMATE PER THE PIPE INV= FACE OF FUTURE SIDEWALK. OWNER'S INFORMATION(FIELD VERIFY) 99.93' ; THE SIDEWALK CHASE 2. THE DEPTH OF THE SEWER LINE CONNECTION ^ 4.3 TOP OF WALL/EXIST GRADE 9.01 2.0' SECTION WILL BE ELEV=102.16' i INSTALLED WHEN THE POINTS ARE APPROXIMATE PER THE OWNER'S . .—�_ . . _ . . _ . . _ . . _ . . _ .—►. _ _ . . �_s_ . . _ . . _ . . SIDEWALK IS CONSTRUCTED. INFORMATION(FIELD VERIFY). 2% 2% 9y 0 3. THE PROPOSED SEWER LINES SHALL HAVE TWO 2 2 6_0' ;FL. I 45-BENDS (ONE LONG SWEEP 90 IS 0 PIPE INVERT LE ACCEPTABLE ELEV=99.93' 4.3' 0 5, DRAINAGE INE OF i TOP BACK OF ) TO FLOWLINE OF 4. THE WATER LINE AND SEWER LINE SHALL EXISTING CURB CURB HAVE 10'HORIZONTAL SEPARATION DISTANCE. 0.5' BOTTOM o6wALL LIP OF 5. MINIMUM SLOPE FOR 4" SEWER LINE IS 2% DETAIL: PIPE HEAD WALL TRANSITION(MATCH INSTALL CURB I GUTTER 6. POST PROJECT CONFIRMATION OF ROOF EXISTING GRADE) EAST GUTTERS,DOWNSPOUTS AND PIPE SCALE: 1"=3' /° TO OF FUTURE FLOWLINE CONNECTIONS REQUIRED FOR CO RELEASE. CONCRETE VERIFY SIDEWALK SEND PHOTOGRAPHS TO HEADWALL R.O.W. ' MASIMPSON@FCGOV.COM (SEE DETAIL) ° DETAIL: SIDEWALK CULVERT SCALE: 1"=5' 2 LF, 6"PIPE CONNECT TO 6"MAIN PIPE. SITE BENCHMARK PIPE INVERT @ 101.05' PLUMB DOWNSPOUTS TOP BACK OF CURB COVER OVER PIPE= 1.7'f INTO 6" CAP(SEE (ASSUMED ELEV= 100.00') Scale 1" = 20' 103.0 NOTE 6) SEE DETAIL 103 1) 7��L THIS SHEET /PROPOSED PIPE INVERTH2❑ H2O H2O WATER LINE III FLOWLINE LEGEND � 13.T@ 99.93 I " @ 99.50' N DRAINAGE- - - 102.5 — — — = MAJOR EXISTING CONTOURS \ PROPOSED PROPOSED oBLDG BLDGTO EXIST I I II — — — 102.0 — = MINOR EXISTING CONTOURS �� I II FUTURE 102.5 = MAJOR PROPOSED CONTOURS \ 103.0 ti� / I I DETACHED rsw 102.5 10.2' _ I �� SIDEWALK 102.0 = MINOR PROPOSED CONTOURS �� s S� o 25 _ sWR swa = SANITARY SEWER LINE s swr�� w r- 102.0 sw� w�sw�s s� swr� o EXIST 10 H2❑ H2O = WATER LINE @ 96.4'PIPE INVERT \\ /� 2 l� \� \ I� O I HOUSE EXISTING I II 102,45' = EXISTING SPOT ELEVATION EXIST \O, WATER LINE CLEANOUT —H2 �2 — I II = CLEANOUT H2❑ H2❑ H2❑ ❑ H ❑ H2O H2❑ EXISTING 4" PIPE INVERT SEWER LINE @ PROPOSED 4" L 99 3'± VERIFY R.O.W. l 2.3% SLOPE f SEWER LINE @ REVISIONS SCALE: 1" = 20' GRADING PLAN # Date: Description Appry DESIGNED BY: MT ALLES TA YL OR JEFFREY DODD i 8/5 Revisions per City Comments MT DRAWN BY: DC & DUKE, LLC a 505 STOVER STREET CHECKED BY: MT— 3610 FORT COLLINS, CO 80524 DATE PROJECT NO. Evan 35s, Colorado Ave., Unit 6 � A T D z Evans, 80620 0 COUNTY OF LARIMER COLORADO (970) 330-0308 SG`Tr,VG V�y�� SHEET 2 OF 3 PART OF THE NE 1/4 OF SEC. 13, T. 7 N. R. 69 8/5/2024 2024-044 ENGINEERING & LAND SURVEYING SERVICEj --./ � \11. S W. GRADING PLAN FOR 505 STOVER STREET LOCATED IN THE NW 1/4 OF THE NE 1/4 OF SECTION 13, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO A� 3" (TYP.) 6 NOTES: I-- VARIES VARIES 1. ONLY CONSTRUCT THE CURB BACK OF CURB CUT AND U CHANNEL FROM f %" BRASS SCREW 18" O.C. EDGE OF STREET SLOPE I I EXISTING CURB TO EAST FACE WITH COUNTERSINK VARIES (MIN) 1 OF FUTURE SIDEWALK. THE HEAD FLUSH WITH PLATE �� p SIDEWALK CHASE SECTION WILL 3' (TYP.) EXPANSION a MATERIAL r BE INSTALLED WHEN THE SIDEWALK IS CONSTRUCTED i8" GALV. SECTION A-A STEEL PLATE 2' EXPANSION SIDEWALK '/9" GALV. STEEL PLATE 3"x2"x3/8" GALV. ANGLE MATERIAL (TYp ) J SEE DETAIL 1 VARIES 1 1 2 � 2 3' EX FEND WALK 6" ON IV w BOTH SIDES OF WALK SECTION 13-13BACK c� OF t Q_ j CURB I O 12" R 12" R A� 5/" GALV. STEEL PLATE %a" BRASS SCREW EDGE OF 3'-3" 2' OPENING 3'-3" 18 O.C. WITH STREET COUNTERSUNK HEAD 8' 6„ l 2' DEPRESSED GUTTER FLUSH WITH PLATE v 1 #4@>�2" — PLAN LL O.C. ��— #3 REBAR � #4@12" 3"x2"x%" j O.C. GALV. ANGLE ANCHOR 18 O.C. #4 12" O.C. SECTION C-C DETAIL 1 METAL SIDEWALK CULVERT FOR VERT. CURB & GUTTER AND DETACHED SIDEWALK - OUTFALL TO CURB CITY OF APPROVED: DETAIL �'i� of ORT COLLINS STORMWATER o Y.}6Collinso7 UTILITIES DATE: 7/30/2013 D 10 B FORT co1.l.trrs, Co. CONSTRUCTION DETAILS (970) 221-6700 DRAWN BY: D. MOGEN REVISIONS SCALE: GRADING PLAN # Date: Description Appry DESIGNED BY: MT ALLES TA YL OR No �Ncti DRAWN BY: DC & DUKE LLC JEFFREY DODD i 8/5 Revisions per City Comments MT CHECKED BY: MT , 505 STOVER STREET 3610 35th Ave., Unit 6 FORT COLLINS, CO 80524 DATE PROJECT N0. Evans, Colorado 80620 2 A T D z COUNTY OF LARIMER COLORADO (970) 330-0308 T SHEET 3 OF 3 8/5/2024 2024-044 ENGINEERING & LAND SURVEYING SERVICES __j PART OF THE NE 1/4 OF SEC. 13, T. 7 N. R. 69 W.