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MASON STREET INFRASTRUCTURE PROJECT - FDP230016 - DOCUMENT MARKUPS - ROUND 2 - Applicant Communication
6/23/2023Mason Street Infrastructure_PDPFDP_Rd1 Record Actions not shown: Chat, Document, Attendee, Alert Message Document 29 ENG - Sophie Buckingham: Added Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 30 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 31 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 32 ENG - Sophie Buckingham: Move Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 33 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 34 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 35 ENG - Sophie Buckingham: Move Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 36 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 37 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 38 ENG - Sophie Buckingham: Move Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 39 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 40 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 41 ENG - Sophie Buckingham: Move Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 42 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 43 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 44 ENG - Sophie Buckingham: Move Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 45 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 46 ENG - Sophie Buckingham: Move Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 47 ENG - Sophie Buckingham: Added Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 48 ENG - Sophie Buckingham: Edited Text Box (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 49 ENG - Sophie Buckingham: Move Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 50 ENG - Sophie Buckingham: Delete Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 51 ENG - Sophie Buckingham: Move Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 52 ENG - Sophie Buckingham: Add Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 53 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 54 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 55 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 56 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request. We can discuss super-elevation and speed limit as needed.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 57 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 58 ENG - Sophie Buckingham: Delete Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 59 ENG - Sophie Buckingham: Added Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 60 ENG - Sophie Buckingham: Edited Text Box (Per LCUASS Table 7-3, the minimum K-value for a crest vertical curve is 44, and the minimum K-value for a sag vertical curve is 64. Please increase these K-values as much as possible. If you cannot achieve the minimum standard, you will need to submit a variance request.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 61 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 62 ENG - Sophie Buckingham: Move Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 63 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 64 ENG - Sophie Buckingham: Move Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 65 ENG - Sophie Buckingham: Delete Cloud 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 66 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 67 ENG - Sophie Buckingham: Move Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 68 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 69 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 70 ENG - Sophie Buckingham: Add Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 71 ENG - Sophie Buckingham: Delete Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 72 ENG - Sophie Buckingham: Add Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 73 ENG - Sophie Buckingham: Delete Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 74 ENG - Sophie Buckingham: Add Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 75 ENG - Sophie Buckingham: Edited Cloud+ (Per LCUASS Section 12.2.2, )4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 76 ENG - Sophie Buckingham: Edited Cloud+ (Per LCUASS Section 12.2.2, all utilities shall be located at least 2 feet below the scarified subgrade elevation.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 77 ENG - Sophie Buckingham: Edited Cloud+ (Per LCUASS Section 12.2.2, all utilities shall be located at least 2 feet below the scarified subgrade elevation. Please increase the cover as much as possible, keeping in mind that the 2' dpeth requirement does not include the pavement section.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 78 ENG - Sophie Buckingham: Edited Cloud+ (Per LCUASS Section 12.2.2, all utilities shall be located at least 2 feet below the scarified subgrade elevation. Please increase the cover as much as possible, keeping in mind that the 2' depth requirement does not include the pavement section. If you cannot provide 2' of depth below the scarified subgrade elevation, you will need to submit a variance request.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 79 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 80 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 81 ENG - Sophie Buckingham: Move Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 82 ENG - Sophie Buckingham: Move Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 83 ENG - Sophie Buckingham: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 84 ENG - Sophie Buckingham: Edited Callout (Per LCUASS Table 7-3, the minimum K-value for a crest vertical curve is 44, and the minimum K-value for a sag vertical curve is 64. Please increase these K-values as much as possible. If you cannot achieve the minimum standard, you will need to submit a variance request.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 85 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 86 ENG - Sophie Buckingham: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 87 ENG - Sophie Buckingham: Add Leader 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 88 ENG - Sophie Buckingham: Edited Callout (Per LCUASS Table 7-3, the minimum K-value for a crest vertical curve is 44, and the minimum K-value for a sag vertical curve is 64. Please increase these K-values as much as possible. If you cannot achieve the minimum standard, you will need to submit a variance request.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 89 ENG - Sophie Buckingham: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 90 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 91 ENG - Sophie Buckingham: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 92 ENG - Sophie Buckingham: Delete Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 93 ENG - Sophie Buckingham: Delete Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 94 ENG - Sophie Buckingham: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 95 ENG - Sophie Buckingham: Delete Leader 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 96 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 97 ENG - Sophie Buckingham: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 98 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 99 ENG - Sophie Buckingham: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 100 ENG - Sophie Buckingham: Add Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 101 ENG - Sophie Buckingham: Edited Cloud+ (This easement cannot be vacated until the utility has been removed. If the utility will be removed after the plat has been recorded, then the easement will need to be preserved by the plat and then vacate dby separate dpcument after the utilty removal.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 102 ENG - Sophie Buckingham: Edited Cloud+ (This easement cannot be vacated until the utility has been removed. If the utility will be removed after the plat has been recorded, then the easement will need to be preserved by the plat and then vacated by separate document after the utility removal.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 103 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 104 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 105 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 121 SW-WWW - Matt Simpson: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 122 SW-WWW - Matt Simpson: Delete Rectangle 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 123 SW-WWW - Matt Simpson: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 124 SW-WWW - Matt Simpson: Delete Rectangle 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 125 SW-WWW - Matt Simpson: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 126 SW-WWW - Matt Simpson: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 127 SW-WWW - Matt Simpson: Format Painter 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 128 SW-WWW - Matt Simpson: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 129 SW-WWW - Matt Simpson: Undo 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 130 SW-WWW - Matt Simpson: Paste Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 131 SW-WWW - Matt Simpson: Delete Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 132 SW-WWW - Matt Simpson: Delete Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 133 SW-WWW - Matt Simpson: Delete Length Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 134 SW-WWW - Matt Simpson: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 135 SW-WWW - Matt Simpson: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 136 SW-WWW - Matt Simpson: Added CFC Stamps 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 137 SW-WWW - Matt Simpson: Paste 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 138 SW-WWW - Matt Simpson: Group Markups 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 139 SW-WWW - Matt Simpson: Paste 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 140 SW-WWW - Matt Simpson: Delete CFC Stamps 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 141 SW-WWW - Matt Simpson: Paste 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 142 SW-WWW - Matt Simpson: Group Markups 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 143 SW-WWW - Matt Simpson: Paste 5_Drainage_Mason Street_PDP_Rd1.pdf Message Document 144 SW-WWW - Matt Simpson: Move Text Box 5_Drainage_Mason Street_PDP_Rd1.pdf 145 SW-WWW - Matt Simpson: Paste 5_Drainage_Mason Street_PDP_Rd1.pdf 146 SW-WWW - Matt Simpson: Delete Text Box 5_Drainage_Mason Street_PDP_Rd1.pdf 147 SW-WWW - Matt Simpson: Paste 5_Drainage_Mason Street_PDP_Rd1.pdf 148 SW-WWW - Matt Simpson: Delete Text Box 5_Drainage_Mason Street_PDP_Rd1.pdf 149 SW-WWW - Matt Simpson: Paste 5_Drainage_Mason Street_PDP_Rd1.pdf 150 SW-WWW - Matt Simpson: Paste 5_Drainage_Mason Street_PDP_Rd1.pdf 151 SW-WWW - Matt Simpson: Added Highlight (Standard water quality tr)5_Drainage_Mason Street_PDP_Rd1.pdf 152 SW-WWW - Matt Simpson: Paste 5_Drainage_Mason Street_PDP_Rd1.pdf 159 choltz: Add Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 160 choltz: Add Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 161 choltz: Delete Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 162 choltz: Delete Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 165 choltz: Add Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 166 choltz: Delete Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 173 choltz: Add Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 174 choltz: Delete Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 175 SW-WWW - Matt Simpson: Added Ellipse 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 176 SW-WWW - Matt Simpson: Move Ellipse 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 177 SW-WWW - Matt Simpson: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 178 SW-WWW - Matt Simpson: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 179 SW-WWW - Matt Simpson: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 180 SW-WWW - Matt Simpson: Edit Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 181 SW-WWW - Matt Simpson: Edited Callout (will there be a rain garden here in future? confirm this will be treating N Mason ROW flows.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 182 SW-WWW - Matt Simpson: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 183 SW-WWW - Matt Simpson: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 185 SW-WWW - Matt Simpson: Edited Callout (concrete rundown with forebay at toe of slope)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 186 SW-WWW - Matt Simpson: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 187 SW-WWW - Matt Simpson: Edited Callout (Please provide more clarification )4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 188 SW-WWW - Matt Simpson: Edited Callout (Please provide more clarification on ultimate drainage conditions here. We do not like the drainage swale as proposed here. Let's discuss further.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 189 SW-WWW - Matt Simpson: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 190 SW-WWW - Matt Simpson: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 191 SW-WWW - Matt Simpson: Edited Callout (Please provide more clarification on ultimate drainage conditions here. We do not like the drainage swale as proposed here. A public drainage tract may be preferable. Let's discuss further.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 192 SW-WWW - Matt Simpson: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 193 SW-WWW - Matt Simpson: Edited Callout (will these trees remain with the grading?)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 194 SW-WWW - Matt Simpson: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 195 SW-WWW - Matt Simpson: Edited Callout (we will probably discuss the rundown further once the FCRM drainage condition is understood better.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 196 SW-WWW - Matt Simpson: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 197 SW-WWW - Matt Simpson: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 198 SW-WWW - Matt Simpson: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 204 ENG - Sophie Buckingham: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 205 ENG - Sophie Buckingham: Edited Callout (Please show Hibdon Court improvements. See Engineering comments for more information.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 206 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 207 ENG - Sophie Buckingham: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 208 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 216 LP-Cody-Snowdon: Added PolyLine 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 217 LP-Cody-Snowdon: Edit Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 218 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 219 LP-Cody-Snowdon: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 220 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 221 LP-Cody-Snowdon: Edited Callout (Electric Line needs to be within an easement)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 222 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 223 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 224 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 225 LP-Cody-Snowdon: Paste 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 226 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 227 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 228 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 229 LP-Cody-Snowdon: Added PolyLine 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 230 LP-Cody-Snowdon: Edit Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 231 LP-Cody-Snowdon: Added PolyLine 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 232 LP-Cody-Snowdon: Paste Tool Chest Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 233 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 234 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 235 LP-Cody-Snowdon: Paste Tool Chest Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 236 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 237 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 238 LP-Cody-Snowdon: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 239 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 240 LP-Cody-Snowdon: Edited Callout (Need a switch cabinet due to length. Will need some sort of access drive to this switch cabinet.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 241 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 242 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 243 LP-Cody-Snowdon: Edited Callout (Need to pull a new 3Ø line into the site)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 244 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 245 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 246 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 247 LP-Cody-Snowdon: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 248 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 249 LP-Cody-Snowdon: Edited Callout (Need line within easement)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 250 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 251 LP-Cody-Snowdon: Edit Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 252 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 253 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 254 LP-Cody-Snowdon: Added PolyLine 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 255 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 256 LP-Cody-Snowdon: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 257 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 258 LP-Cody-Snowdon: Edited Callout (This is another option to route around the site. Maybe a little shorter, but would still need to be within and easement and would still need an access drive.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 259 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 260 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 261 LP-Cody-Snowdon: Paste Tool Chest Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 262 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 263 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 264 LP-Cody-Snowdon: Edited Callout (Need a 3Ø Vault)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 265 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 266 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 267 LP-Cody-Snowdon: Delete Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 268 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 269 LP-Cody-Snowdon: Edited Callout (Need 3Ø Vault)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 270 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 271 LP-Cody-Snowdon: Paste Tool Chest Measurement 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 272 LP-Cody-Snowdon: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 273 LP-Cody-Snowdon: Added Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 274 LP-Cody-Snowdon: Edited Callout (Need 1Ø Vault with Transformer for Streetlights)4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 275 LP-Cody-Snowdon: Move Callout 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 276 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 277 LP-Cody-Snowdon: Autosize Text Box 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 278 LP-Cody-Snowdon: Edit Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 285 SW-WWW - Matt Simpson: Move Ellipse 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 287 choltz: Add Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 288 choltz: Add Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 289 choltz: Delete Length Measurement 2_Site_Mason Street Infrastructure_PDP_Rd1.pdf 302 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request. Please note that the minimum radius for a design speed of 30 mph is 275', so the radius will need to be increased to at least 275' before a variance request will be accepted.We can discuss super-elevation and other mitigation as neede 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 303 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 304 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request. Please note that the minimum radius for a design speed of 30 mph is 275', so the radius will need to be increased to at least 275' before a variance request will be considered.We can discuss super-elevation and other mitigation as nee 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Message Document 305 ENG - Sophie Buckingham: Edit Cloud+4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 306 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request. Please note that the minimum radius for a design speed of 30 mph is 275', so the radius will need to be increased to at least 275' before a variance request will be considered. We can discuss super-elevation and other mitigation as ne 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 307 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request. We can discuss super-elevation and signage as needed.) 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 308 ENG - Sophie Buckingham: Edited Cloud+ (Mason Street is classified as a collector, which has a minimum centerline radius of 600' per LCUASS Table 7-3. Please try to increase the radius as close to 600' as possible, and if you cannot achieve 600', you will need to submit a variance request. Please note that the minimum radius for a design speed of 30 mph is 275', so the radius will need to be increased to at least 275' before a variance request will be considered. We can discuss super-elevation, signage, and other mitiga 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf 309 ENG - Sophie Buckingham: Move Markups 4_Utility_Mason Street Infrastructure_PDP_Rd1.pdf Mason Street Infrastructure – Legal Description Tracts of land located in the Northeast Quarter of Section 2, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado, being more particularly described as follows: Part of the NE ¼ of NE ¼ of Section 2, Township 7 North, Range 69 West of the 6th P.M., described as follows: Beginning at a point 1642.54 feet South of the Northeast corner of said Section 2, thence West 340 feet to a point of beginning; thence West 986 feet; thence South 262.8 feet; thence East 986 feet; thence North 262.8 feet to the point of beginning; County of Larimer, State of Colorado Except a tract of land located in said NE ¼ of NE ¼ of Section 2, recorded January 10, 1977 as Reception No. 178536. TOGETHER WITH: Commencing at a point 2146.7 feet South and 40 feet West of the NE corner of Section 2, Township 7 North, Range 69 West of the 6th P.M., County of Larimer, State of Colorado; thence West 280 feet; thence N 68° 20' W, 95.30 feet; thence N 35° 50' W, 254.36 feet; thence West 768.56 feet; thence South 377.36 feet; thence East 1286 feet; thence North 136 feet to the Point of Beginning; Except the following described tract of land which is also known as Martins First Addition according to plat recorded March 30, 1970 in Book 1429 at Page 750: a tract of land situated in the NE 1/4 of Section 2, Township 7 North, Range 69 West of the 6th P.M., County of Larimer, State of Colorado, being more particularly described as follows: Considering the East line of the NE 1/4 of Section 2, Township 7 North, Range 69 West of the 6th P.M., County of Larimer, State of Colorado as bearing South and with all bearings contained herein relative thereto; Commencing at the NE corner of said Section 2; thence South 2146.70 feet along the East line of the NE 1/4 of said Section 2 to the True Point of Beginning; thence again South 134.27 feet along said East line; thence West and leaving said East line 408.57 feet; thence North 169.46 feet; thence N 68° 20' E, 95.30 feet; thence East 320.00 feet to the True Point of Beginning. Said described tracts contains 571,843 square feet or 13.13 acres, more or less. DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Pl o t t e d B y : L i n d s a y O l i v e r La y o u t : C O V E R S H E E T Pr i n t e d O n : 5 / 2 4 / 2 0 2 3 1 1 : 2 9 A M Fi l e N a m e : C O V E R S H E E T . d w g ORIGINAL SIZE 24X36 ENTIT L E M E N T DRAW I N G S NOT F O R CONS T R U C T I O N 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com RIPLEY DESIGN INC. Klara Rossouw 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 NORTH COLLEGE 1311, LLC 262 E. Mountain Ave. Fort Collins, CO 80524 p. 970.490.2626 ENGINEER LAND PLANNER NORTHERN ENGINEERING Blaine Mathisen 301 N Howes St, Suite 100 Fort Collins, CO 80521 p. 970.221.4158 OWNER COVER SHEET PDP SUBMITTAL MASON STREET INFRASTRUCTURE FORT COLLINS, CO KR LO R23-008 L0.01 VICINITY MAP NORTH GROSS GROSS AREA 571,843 SF (13.13 AC) ZONING C-S GROSS AREA (SF)% TRACT A 5,472 1.0 LOT 1 353,367 61.8 LOT 2 115,207 20.1 LOT 3 56,319 9.8 PUBLIC STREET RIGHT-OF-WAY 41478 7.25 HARDSCAPE 5,348 DRIVES AND PARKING 22,728 LANDSCAPE 13,402 TOTAL GROSS COVERAGE 571,843SF (13.13 AC)100.00 NET NET AREA 530,365 SF (12.17 AC) AREA COVERAGE LAND USE CHART MASON STREET INFRASTRUCTURE PROJECT DEVELOPMENT PLAN 1.PLANT QUALITY: ALL PLANT MATERIAL SHALL BE A-GRADE OR NO. 1 GRADE - FREE OF ANY DEFECTS, OF NORMAL HEALTH, HEIGHT, LEAF DENSITY AND SPREAD APPROPRIATE TO THE SPECIES AS DEFINED BY THE AMERICAN ASSOCIATION OF NURSERYMEN (AAN) STANDARDS. ALL TREES SHALL BE BALL AND BURLAP OR EQUIVALENT. 2.IRRIGATION: ALL LANDSCAPE AREAS WITHIN THE SITE INCLUDING TURF, SHRUB BEDS AND TREE AREAS SHALL BE IRRIGATED WITH AN AUTOMATIC IRRIGATION SYSTEM. THE IRRIGATION PLAN MUST BE REVIEWED AND APPROVED BY THE CITY OF FORT COLLINS WATER UTILITIES DEPARTMENT PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL TURF AREAS SHALL BE IRRIGATED WITH AN AUTOMATIC POP-UP IRRIGATION SYSTEM. ALL SHRUB BEDS AND TREES, INCLUDING IN NATIVE SEED AREAS, SHALL BE IRRIGATED WITH AN AUTOMATIC DRIP (TRICKLE) IRRIGATION SYSTEM, OR WITH AN ACCEPTABLE ALTERNATIVE APPROVED BY THE CITY WITH THE IRRIGATION PLANS. THE IRRIGATION SYSTEM SHALL BE ADJUSTED TO MEET THE WATER REQUIREMENTS OF THE INDIVIDUAL PLANT MATERIAL. 3.TOPSOIL: TO THE MAXIMUM EXTENT FEASIBLE, TOPSOIL THAT IS REMOVED DURING CONSTRUCTION ACTIVITY SHALL BE CONSERVED FOR LATER USE ON AREAS REQUIRING REVEGETATION AND LANDSCAPING. 4.SOIL AMENDMENTS: SOIL AMENDMENTS SHALL BE PROVIDED AND DOCUMENTED IN ACCORDANCE WITH CITY CODE SECTION 12-132. THE SOIL IN ALL LANDSCAPE AREAS, INCLUDING PARKWAYS AND MEDIANS, SHALL BE THOROUGHLY LOOSENED TO A DEPTH OF NOT LESS THAN EIGHT(8) INCHES AND SOIL AMENDMENT SHALL BE THOROUGHLY INCORPORATED INTO THE SOIL OF ALL LANDSCAPE AREAS TO A DEPTH OF AT LEAST SIX(6) INCHES BY TILLING, DISCING OR OTHER SUITABLE METHOD, AT A RATE OF AT LEAST THREE (3) CUBIC YARDS OF SOIL AMENDMENT PER ONE THOUSAND (1,000) SQUARE FEET OF LANDSCAPE AREA. PRIOR TO THE ISSUANCE OF ANY CERTIFICATE OF OCCUPANCY, A WRITTEN CERTIFICATION MUST BE SUBMITTED TO THE CITY THAT ALL PLANTED AREAS, OR AREAS TO BE PLANTED, HAVE BEEN THOROUGHLY LOOSENED AND THE SOIL AMENDED, CONSISTENT WITH THE REQUIREMENTS SET FORTH IN SECTION 12-132. 5.INSTALLATION AND GUARANTEE: ALL LANDSCAPING SHALL BE INSTALLED ACCORDING TO SOUND HORTICULTURAL PRACTICES IN A MANNER DESIGNED TO ENCOURAGE QUICK ESTABLISHMENT AND HEALTHY GROWTH. ALL LANDSCAPING FOR EACH PHASE MUST BE EITHER INSTALLED OR THE INSTALLATION MUST BE SECURED WITH AN IRREVOCABLE LETTER OF CREDIT, PERFORMANCE BOND, OR ESCROW ACCOUNT FOR 125% OF THE VALUATION OF THE MATERIALS AND LABOR PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY FOR ANY BUILDING IN SUCH PHASE. 6.MAINTENANCE: TREES AND VEGETATION, IRRIGATION SYSTEMS, FENCES, WALLS AND OTHER LANDSCAPE ELEMENTS WITH THESE FINAL PLANS SHALL BE CONSIDERED AS ELEMENTS OF THE PROJECT IN THE SAME MANNER AS PARKING, BUILDING MATERIALS AND OTHER SITE DETAILS. THE APPLICANT, LANDOWNER OR SUCCESSORS IN INTEREST SHALL BE JOINTLY AND SEVERALLY RESPONSIBLE FOR THE REGULAR MAINTENANCE OF ALL LANDSCAPING ELEMENTS IN GOOD CONDITION. ALL LANDSCAPING SHALL BE MAINTAINED FREE FROM DISEASE, PESTS, WEEDS AND LITTER, AND ALL LANDSCAPE STRUCTURES SUCH AS FENCES AND WALLS SHALL BE REPAIRED AND REPLACED PERIODICALLY TO MAINTAIN A STRUCTURALLY SOUND CONDITION. 7.REPLACEMENT: ANY LANDSCAPE ELEMENT THAT DIES, OR IS OTHERWISE REMOVED, SHALL BE PROMPTLY REPLACED IN ACCORDANCE WITH THE REQUIREMENTS OF THESE PLANS. 8. THE FOLLOWING SEPARATIONS SHALL BE PROVIDED BETWEEN TREES/SHRUBS AND UTILITIES: 40 FEET BETWEEN CANOPY TREES AND STREET LIGHTS 15 FEET BETWEEN ORNAMENTAL TREES AND STREETLIGHTS 10 FEET BETWEEN TREES AND PUBLIC WATER, SANITARY AND STORM SEWER MAIN LINES 6 FEET BETWEEN TREES AND PUBLIC WATER, SANITARY AND STORM SEWER SERVICE LINES. 4 FEET BETWEEN SHRUBS AND PUBLIC WATER AND SANITARY AND STORM SEWER LINES 4 FEET BETWEEN TREES AND GAS LINES 9. ALL STREET TREES SHALL BE PLACED A MINIMUM EIGHT (8) FEET AWAY FROM THE EDGES OF DRIVEWAYS AND ALLEYS PER LUC 3.2.1(D)(2)(a). 10. PLACEMENT OF ALL LANDSCAPING SHALL BE IN ACCORDANCE WITH THE SIGHT DISTANCE CRITERIA AS SPECIFIED BY THE CITY OF FORT COLLINS. NO STRUCTURES OR LANDSCAPE ELEMENTS GREATER THAN 24" SHALL BE ALLOWED WITHIN THE SIGHT DISTANCE TRIANGLE OR EASEMENTS WITH THE EXCEPTION OF DECIDUOUS TREES PROVIDED THAT THE LOWEST BRANCH IS AT LEAST 6' FROM GRADE. ANY FENCES WITHIN THE SIGHT DISTANCE TRIANGLE OR EASEMENT MUST BE NOT MORE THAN 42" IN HEIGHT AND OF AN OPEN DESIGN. 11. THE DEVELOPER SHALL ENSURE THAT THE FINAL LANDSCAPE PLAN IS COORDINATED WITH ALL OTHER FINAL PLAN ELEMENTS SO THAT THE PROPOSED GRADING, STORM DRAINAGE, AND OTHER DEVELOPMENT IMPROVEMENTS DO NOT CONFLICT WITH NOR PRECLUDE INSTALLATION AND MAINTENANCE OF LANDSCAPE ELEMENTS ON THIS PLAN. 12. MINOR CHANGES IN SPECIES AND PLANT LOCATIONS MAY BE MADE DURING CONSTRUCTION -- AS REQUIRED BY SITE CONDITIONS OR PLANT AVAILABILITY. OVERALL QUANTITY, QUALITY, AND DESIGN CONCEPT MUST BE CONSISTENT WITH THE APPROVED PLANS. IN THE EVENT OF CONFLICT WITH THE QUANTITIES INCLUDED IN THE PLANT LIST, SPECIES AND QUANTITIES ILLUSTRATED SHALL BE PROVIDED. ALL CHANGES OF PLANT SPECIES AND LOCATION MUST HAVE WRITTEN APPROVAL BY THE CITY PRIOR TO INSTALLATION. 13. ALL PLANTING BEDS SHALL BE MULCHED TO A MINIMUM DEPTH OF THREE INCHES. 14. IRRIGATED TURF SHALL BE TEXAS BLUEGRASS/KENTUCKY BLUEGRASS HYBRID VORTEXT BY KORBY SOD LLC OR APPROVED EQUAL. 15. EDGING BETWEEN GRASS AND SHRUB BEDS SHALL BE 18" X 4" ROLLED TOP STEEL SET LEVEL WITH TOP OF SOD OR APPROVED EQUAL. CITY OF FORT COLLINS LANDSCAPE NOTES OWNER (SIGNED)Date THE FOREGOING INSTRUMENT WAS ACKNOWLEDGED BEFORE ME WITNESS MY HAND AND OFFICIAL SEAL. NOTARY PUBLIC ADDRESS THIS DAY OF MY COMMISSION EXPIRES: AS . (PRINT NAME) 20 .A.D., BY THE UNDERSIGNED DOES/DO HEREBY CERTIFY THAT I/WE ARE THE LAWFUL OWNERS OF THE REAL PROPERTY DESCRIBED ON THIS SITE PLAN AND DO HEREBY CERTIFY THAT I/WE ACCEPT THE CONDITIONS AND RESTRICTIONS SET FORTH ON SAID SITE PLAN. OWNER'S CERTIFICATE Director Signature PLANNING CERTIFICATE APPROVED BY THE DIRECTOR OF COMMUNITY DEVELOPMENT AND NEIGHBORHOOD SERVICES OF THE CITY OF FORT COLLINS, COLORADO ON THIS ________ DAY OF ________, 20__. LEGAL DESCRIPTION HICKORY ST N C O L L E G E A V E E VINE DR N S H I E L D S S T W WILLOX LN SHEET LIST TABLE SHEET NUMBER SHEET TITLE L0.01 COVER SHEET L1.00 SITE & LANDSCAPE PLAN L1.01 SITE & LANDSCAPE ENLARGEMENT L1.02 SITE & LANDSCAPE ENLARGEMENT L2.00 NOTES & DETAILS L3.00 TREE MITIGATION A TRACT OF LAND LOCATED IN THE NORTHEAST QUARTER OF SECTION 2, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO SITE SITE PLAN NOTES 1. THE PROJECT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE FINAL PLANS. AMENDMENTS TO THE PLANS MUST BE REVIEWED AND APPROVED BY THE CITY PRIOR TO THE IMPLEMENTATION OF ANY CHANGES TO THE PLANS. 2. REFER TO FINAL UTILITY PLANS FOR EXACT LOCATIONS AND CONSTRUCTION INFORMATION FOR STORM DRAINAGE STRUCTURES, UTILITY MAINS AND SERVICES, PROPOSED TOPOGRAPHY, STREET IMPROVEMENTS. 3. REFER TO THE SUBDIVISION PLAT AND UTILITY PLANS FOR EXACT LOCATIONS, AREAS AND DIMENSIONS OF ALL EASEMENTS, LOTS, TRACTS, STREETS, WALKS AND OTHER SURVEY INFORMATION. 4. ALL CONSTRUCTION WITH THIS DEVELOPMENT PLAN MUST BE COMPLETED IN ONE PHASE UNLESS A PHASING PLAN IS SHOWN WITH THESE PLANS. 5. SIGNAGE AND ADDRESSING ARE NOT PERMITTED WITH THIS PLANNING DOCUMENT AND MUST BE APPROVED BY SEPARATE CITY PERMIT PRIOR TO CONSTRUCTION. SIGNS MUST COMPLY WITH CITY SIGN CODE UNLESS A SPECIFIC VARIANCE IS GRANTED BY THE CITY. 6. FIRE HYDRANTS MUST MEET OR EXCEED POUDRE FIRE AUTHORITY STANDARDS. ALL BUILDINGS MUST PROVIDE AN APPROVED FIRE EXTINGUISHING SYSTEM. 7. ALL SIDEWALKS AND RAMPS MUST CONFORM TO CITY STANDARDS. ACCESSIBLE RAMPS MUST BE PROVIDED AT ALL STREET AND DRIVE INTERSECTIONS AND AT ALL DESIGNATED ACCESSABLE PARKING SPACES. ACCESSABLE PARKING SPACES MUST SLOPE NO MORE THAN 1:48 IN ANY DIRECTION. ALL ACCESSIBLE ROUTES MUST SLOPE NO MORE THAN 1:20 IN DIRECTION OF TRAVEL AND WITH NO MORE THAN 1:48 CROSS SLOPE. 8. COMMON OPEN SPACE AREAS AND LANDSCAPING WITHIN RIGHT OF WAYS, STREET MEDIANS, AND TRAFFIC CIRCLES ADJACENT TO COMMON OPEN SPACE AREAS ARE REQUIRED TO BE MAINTAINED BY A PROPERTY OWNERS’ ASSOCIATION. THE PROPERTY OWNERS’ ASSOCIATION IS RESPONSIBLE FOR SNOW REMOVAL ON ALL ADJACENT STREET SIDEWALKS AND SIDEWALKS IN COMMON OPEN SPACE AREAS. AND, IF APPLICABLE: 9. ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION, AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY. S I F 8" W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8" W 8" W 8" W 8" W 8 " W 8" W 8" W 12 " S S 12 " S S 12 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" SS S W F D C S WF X X X X X X X X X ST ST ST ST ST S ELEC F ES M VAULTELEC VAULTELEC VAULT ELEC CABLE CABLE ELEC CTV CTV CTV OH U OH U OH U OH U X X X X X CT V CT V CT V CT V CTV CT V CTV CTV CTV OHU OHU X XXXXXXXX X X X X X CTV CTV CTV CT V CTV CTV CT V CTV CTVGGGGGGGG SS SS SS SS SS SS SS SS SS SS SS SS H2O H2O A RV H2O H2O D H Y D S F ES F ES W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXX OHU OHU OHU OHU OHU X X X X X X X X W W W W W W W W W W W W W W W W W W W X X W W W W W S S SS SS SS SS SS SS SS D X X X X X 8'-0" TREE LAWN 6'-0" WALK 9'-0" EASEMENT 8'-0" TREE LAWN 6'-0" WALK 9'-0" EASEMENT HYDRANT, TYP. M A S O N S T R E E T ( 7 1 ' R . O . W . ) HIBDON COURT (45' R.O.W.)71'-0" LOT 1 (8.112 AC) ZONING: C-S FUTURE CITY OF FORT COLLINS REGIONAL DETENTION LOT 2 (2.645 AC) ZONING: C-S LOT 3 (1.293 AC) ZONING: C-S EXISTING BUSINESSES ZONING: C-S EXISTING MOBILE HOME PARK ZONING: C-S R.O.W. TYP EXISTING FENCE 10'-0" U.E. 10'-0" U.E. 6'-0" U.E. RAILROAD R.O.W. AGREEMENT 20'-0" R.O.W. EASEMENT 30'-0" UNION PACIFIC RAILROAD TRACK EASEMENT 8'-0" TREE LAWN 6'-0" WALK 9'-0" EASEMENT DRY CREEK TOP OF BANK EXTENTS OF REQUIRED BUFFER AREA 100'-0" TYP. PROJECT BOUNDARY PROJECT BOUNDARY TRACT A (.216 AC) DU&AE FO FO G G SD SD SS SS T T UE UE W W FIBER OPTIC UTILITY GAS UTILITY STORM DRAIN UTILITY SANITARY SEWER UTILITY TELEPHONE UTILITY UNDERGROUND ELECTRIC UTILITY WATER LINE UTILITY LOT LINES SYMBOL DESCRIPTION IRRIGATED TURF VAULT ELEC T G ELEC EXISITING TREES TO REMAIN (SEE INVENTORY AND MITIGATION PLAN, SHEET 4) STREET LIGHT FIRE HYDRANT TRANSFORMER ELECTRIC BOX ELECTRIC VAULT TELEPHONE PEDESTAL EXISTING SIGN INLET GRATE GAS METER x x EXISTING FENCE LEGEND REQUIRED NATURAL HABITAT BUFFER TOP OF BANK PROPERTY BOUNDARY CANOPY TREES CODE QTY BOTANICAL / COMMON NAME ASB 8 ACER SACCHARUM 'BAILSTA' FALL FIESTA® SUGAR MAPLE TAB 9 TILIA AMERICANA 'BOULEVARD' BOULEVARD AMERICAN LINDEN UDC 7 ULMUS DAVIDIANA 'CHOICE CITY' CHOICE CITY DAVID ELM PLANT SCHEDULE 1. ALL LANDSCAPE IMPROVEMENTS WITHIN THE RIGHT-OF-WAY SHALL BE INSTALLED WHEN SUBSEQUENT LOT IS DEVELOPED AND WILL BE THE RESPONSIBILITY OF THE RESPECTIVE DEVELOPER. TREE LOCATIONS, SPECIES, AND TREE LAWN SHOWN FOR REFERENCE ONLY. SPECIES AND LAYOUT ARE SUBJECT TO CHANGE DEPENDENT ON LOT ACCESS POINTS. ESCROW TO BE PROVIDED FOR IMPROVEMENTS BUILT WITH THIS PROPOSAL. 2. ANY IMPACTS TO THE REQUIRED NATURAL HABITAT BUFFER AREA SHALL BE MITIGATED FOR ON LOT 1. EXTENTS OF MITIGATION TO BE DETERMINED AT THE TIME OF FUTURE PROPOSAL FOR LOT 2. DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Pl o t t e d B y : L i n d s a y O l i v e r La y o u t : L 1 . 0 0 S I T E & L A N D S C A P E P L A N Pr i n t e d O n : 5 / 2 4 / 2 0 2 3 1 1 : 2 9 A M Fi l e N a m e : S I T E P L A N . d w g ORIGINAL SIZE 24X36 ENTIT L E M E N T DRAW I N G S NOT F O R CONS T R U C T I O N 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com RIPLEY DESIGN INC. Klara Rossouw 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 NORTH COLLEGE 1311, LLC 262 E. Mountain Ave. Fort Collins, CO 80524 p. 970.490.2626 ENGINEER LAND PLANNER NORTHERN ENGINEERING Blaine Mathisen 301 N Howes St, Suite 100 Fort Collins, CO 80521 p. 970.221.4158 OWNER SITE & LANDSCAPE PLAN PDP SUBMITTAL MASON STREET INFRASTRUCTURE FORT COLLINS, CO KR LO R23-008 L1.00 NORTH 0 25 50 100 SCALE: 1"=50'-0" FUTURE STREET TREE CONCEPT 12" S S 12" S S 12" S S 12" S S S F 8" W 8" W 8" W 8" W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 12" W 12" W 12 " S S 12 " S S 12 " S S 12 " S S 12 " S S 12 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" S S 12" S S W 12" S S 12" S S F D C S WF ELEC CTV CTV CTV CTV CTV CTV CTV CTV OHU OHU OHU OHU OHU OHU OHU CTV X G G G G G G G G G G G G G G SS SS SS SS SS SS SS SS SS D HY D S XX X X W W W W W W W W W W W 5 - ASB 4 - TAB 3 - ASB 3 - UDC 8'-0" TREE LAWN 6'-0" WALK 9'-0" EASEMENT 8'-0" TREE LAWN 6'-0" WALK 9'-0" EASEMENT M A S O N S T R E E T ( 7 1 ' R . O . W . ) HIBDON COURT (45' R.O.W.) LOT 2 (2.645 AC) ZONING: C-S LOT 3 (1.293 AC) ZONING: C-S R.O.W. TYP EXISTING TREES TO REMAIN, TYP. 10'-0" U.E. 10'-0" U.E. TRACT A (.126 AC) DU&AE FO FO G G SD SD SS SS T T UE UE W W FIBER OPTIC UTILITY GAS UTILITY STORM DRAIN UTILITY SANITARY SEWER UTILITY TELEPHONE UTILITY UNDERGROUND ELECTRIC UTILITY WATER LINE UTILITY LOT LINES SYMBOL DESCRIPTION IRRIGATED TURF VAULT ELEC T G ELEC EXISITING TREES TO REMAIN (SEE INVENTORY AND MITIGATION PLAN, SHEET 4) STREET LIGHT FIRE HYDRANT TRANSFORMER ELECTRIC BOX ELECTRIC VAULT TELEPHONE PEDESTAL EXISTING SIGN INLET GRATE GAS METER x x EXISTING FENCE PROPOSED FENCE LEGEND REQUIRED NATURAL HABITAT BUFFER TOP OF BANK PROPERTY BOUNDARY CANOPY TREES CODE QTY BOTANICAL / COMMON NAME ASB 8 ACER SACCHARUM 'BAILSTA' FALL FIESTA® SUGAR MAPLE TAB 9 TILIA AMERICANA 'BOULEVARD' BOULEVARD AMERICAN LINDEN UDC 7 ULMUS DAVIDIANA 'CHOICE CITY' CHOICE CITY DAVID ELM PLANT SCHEDULE 1. ALL LANDSCAPE IMPROVEMENTS WITHIN THE RIGHT-OF-WAY SHALL BE INSTALLED WHEN SUBSEQUENT LOT IS DEVELOPED AND WILL BE THE RESPONSIBILITY OF THE RESPECTIVE DEVELOPER. TREE LOCATIONS, SPECIES, AND TREE LAWN SHOWN FOR REFERENCE ONLY. SPECIES AND LAYOUT ARE SUBJECT TO CHANGE DEPENDENT ON LOT ACCESS POINTS. ESCROW TO BE PROVIDED FOR IMPROVEMENTS BUILT WITH THIS PROPOSAL. 2. ANY IMPACTS TO THE REQUIRED NATURAL HABITAT BUFFER AREA SHALL BE MITIGATED FOR ON LOT 1. EXTENTS OF MITIGATION TO BE DETERMINED AT THE TIME OF FUTURE PROPOSAL FOR LOT 2. DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Pl o t t e d B y : L i n d s a y O l i v e r La y o u t : L 1 . 0 1 S I T E A N D L A N D S C A P E P L A N E N L A R G E M E N T Pr i n t e d O n : 5 / 2 4 / 2 0 2 3 1 1 : 2 9 A M Fi l e N a m e : S I T E P L A N . d w g ORIGINAL SIZE 24X36 ENTIT L E M E N T DRAW I N G S NOT F O R CONS T R U C T I O N 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com RIPLEY DESIGN INC. Klara Rossouw 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 NORTH COLLEGE 1311, LLC 262 E. Mountain Ave. Fort Collins, CO 80524 p. 970.490.2626 ENGINEER LAND PLANNER NORTHERN ENGINEERING Blaine Mathisen 301 N Howes St, Suite 100 Fort Collins, CO 80521 p. 970.221.4158 OWNER SITE & LANDSCAPE ENLARGEMENT PDP SUBMITTAL MASON STREET INFRASTRUCTURE FORT COLLINS, CO KR LO R23-008 L1.01 NORTH 0 10 20 40 SCALE: 1"=20'-0" I 8 " W 8 " W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" S S 12" S S S X X X X X X X ST ST ST ST H2O F E S F E S W W W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXXXXXXXXXX W W W W W W W W W W W W W W W W W W W W W X X X X X X X 3 - UDC 1 - UDC 5 - TAB HYDRANT, TYP. EXISTING BUSINESSES 8'-0" TREE LAWN 6'-0" WALK 9'-0" EASEMENT EXISTING TREES TO REMAIN, TYP. PROJECT BOUNDARY FO FO G G SD SD SS SS T T UE UE W W FIBER OPTIC UTILITY GAS UTILITY STORM DRAIN UTILITY SANITARY SEWER UTILITY TELEPHONE UTILITY UNDERGROUND ELECTRIC UTILITY WATER LINE UTILITY LOT LINES SYMBOL DESCRIPTION IRRIGATED TURF VAULT ELEC T G ELEC EXISITING TREES TO REMAIN (SEE INVENTORY AND MITIGATION PLAN, SHEET 4) STREET LIGHT FIRE HYDRANT TRANSFORMER ELECTRIC BOX ELECTRIC VAULT TELEPHONE PEDESTAL EXISTING SIGN INLET GRATE GAS METER x x EXISTING FENCE LEGEND REQUIRED NATURAL HABITAT BUFFER TOP OF BANK PROPERTY BOUNDARY CANOPY TREES CODE QTY BOTANICAL / COMMON NAME ASB 8 ACER SACCHARUM 'BAILSTA' FALL FIESTA® SUGAR MAPLE TAB 9 TILIA AMERICANA 'BOULEVARD' BOULEVARD AMERICAN LINDEN UDC 7 ULMUS DAVIDIANA 'CHOICE CITY' CHOICE CITY DAVID ELM PLANT SCHEDULE 1. ALL LANDSCAPE IMPROVEMENTS WITHIN THE RIGHT-OF-WAY SHALL BE INSTALLED WHEN SUBSEQUENT LOT IS DEVELOPED AND WILL BE THE RESPONSIBILITY OF THE RESPECTIVE DEVELOPER. TREE LOCATIONS, SPECIES, AND TREE LAWN SHOWN FOR REFERENCE ONLY. SPECIES AND LAYOUT ARE SUBJECT TO CHANGE DEPENDENT ON LOT ACCESS POINTS. ESCROW TO BE PROVIDED FOR IMPROVEMENTS BUILT WITH THIS PROPOSAL. 2. ANY IMPACTS TO THE REQUIRED NATURAL HABITAT BUFFER AREA SHALL BE MITIGATED FOR ON LOT 1. EXTENTS OF MITIGATION TO BE DETERMINED AT THE TIME OF FUTURE PROPOSAL FOR LOT 2. DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Pl o t t e d B y : L i n d s a y O l i v e r La y o u t : L 1 . 0 2 S I T E & L A N D S C A P E P L A N E N L A R G E M E N T Pr i n t e d O n : 5 / 2 4 / 2 0 2 3 1 1 : 2 9 A M Fi l e N a m e : S I T E P L A N . d w g ORIGINAL SIZE 24X36 ENTIT L E M E N T DRAW I N G S NOT F O R CONS T R U C T I O N 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com RIPLEY DESIGN INC. Klara Rossouw 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 NORTH COLLEGE 1311, LLC 262 E. Mountain Ave. Fort Collins, CO 80524 p. 970.490.2626 ENGINEER LAND PLANNER NORTHERN ENGINEERING Blaine Mathisen 301 N Howes St, Suite 100 Fort Collins, CO 80521 p. 970.221.4158 OWNER SITE & LANDSCAPE ENLARGEMENT PDP SUBMITTAL MASON STREET INFRASTRUCTURE FORT COLLINS, CO KR LO R23-008 L1.02 NORTH 0 10 20 40 SCALE: 1"=20'-0" CANOPY TREES CODE QTY BOTANICAL / COMMON NAME CONT CAL ASB 8 ACER SACCHARUM 'BAILSTA' B & B 2"CAL FALL FIESTA® SUGAR MAPLE TAB 9 TILIA AMERICANA 'BOULEVARD' B & B 2"CAL BOULEVARD AMERICAN LINDEN UDC 7 ULMUS DAVIDIANA 'CHOICE CITY' B & B 2"CAL CHOICE CITY DAVID ELM PLANT SCHEDULE DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Pl o t t e d B y : L i n d s a y O l i v e r La y o u t : N O T E S & D E T A I L S Pr i n t e d O n : 5 / 2 4 / 2 0 2 3 1 1 : 2 9 A M Fi l e N a m e : N O T E S & D E T A I L S . d w g ORIGINAL SIZE 24X36 ENTIT L E M E N T DRAW I N G S NOT F O R CONS T R U C T I O N 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com RIPLEY DESIGN INC. Klara Rossouw 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 NORTH COLLEGE 1311, LLC 262 E. Mountain Ave. Fort Collins, CO 80524 p. 970.490.2626 ENGINEER LAND PLANNER NORTHERN ENGINEERING Blaine Mathisen 301 N Howes St, Suite 100 Fort Collins, CO 80521 p. 970.221.4158 OWNER NOTES & DETAILS PDP SUBMITTAL MASON STREET INFRASTRUCTURE FORT COLLINS, CO KR LO R23-008 L2.00 STREET TREE NOTES 1. A PERMIT MUST BE OBTAINED FROM THE CITY FORESTER BEFORE ANY TREES OR SHRUBS AS NOTED ON THIS PLAN ARE PLANTED, PRUNED OR REMOVED IN THE PUBLIC RIGHT-OF-WAY. THIS INCLUDES ZONES BETWEEN THE SIDEWALK AND CURB, MEDIANS AND OTHER CITY PROPERTY. THIS PERMIT SHALL APPROVE THE LOCATION AND SPECIES TO BE PLANTED. FAILURE TO OBTAIN THIS PERMIT IS A VIOLATION OF THE CITY OF FORT COLLINS CODE SUBJECT TO CITATION (SECTION 27-31) AND MAY ALSO RESULT IN REPLACING OR RELOCATING TREES AND A HOLD ON CERTIFICATE OF OCCUPANCY. 2. CONTACT THE CITY FORESTER TO INSPECT ALL STREET TREE PLANTINGS AT THE COMPLETION OF EACH PHASE OF THE DEVELOPMENT. ALL MUST BE INSTALLED AS SHOWN ON THE LANDSCAPE PLAN. APPROVAL OF STREET TREE PLANTING IS REQUIRED BEFORE FINAL APPROVAL OF EACH PHASE. 3. STREET LANDSCAPING, INCLUDING STREET TREES, SHALL BE SELECTED IN ACCORDANCE WITH ALL CITY CODES AND POLICIES. ALL TREE PRUNING AND REMOVAL WORKS SHALL BE PERFORMED BY A CITY OF FORT COLLINS LICENSED ARBORS WHERE REQUIRED BY CODE.STREET TREES SHALL BE SUPPLIED AND PLANTED BY THE DEVELOPER USING A QUALIFIED LANDSCAPE CONTRACTOR. 4. THE DEVELOPER SHALL REPLACE DEAD OR DYING STREET TREES AFTER PLANTING UNTIL FINAL MAINTENANCE INSPECTION AND ACCEPTANCE BY THE CITY OF FORT COLLINS FORESTRY DIVISION. ALL STREET TREES IN THE PROJECT MUST BE ESTABLISHED, WITH AN APPROVED SPECIES AND OF ACCEPTABLE CONDITION PRIOR TO ACCEPTANCE. 5. SUBJECT TO APPROVAL BY THE CITY FORESTER -- STREET TREE LOCATIONS MAY BE ADJUSTED TO ACCOMMODATE DRIVEWAY LOCATIONS, UTILITY SEPARATIONS BETWEEN TREES, STREET SIGNS AND STREET LIGHTS. STREET TREES TO BE CENTERED IN THE MIDDLE OF THE LOT TO THE EXTENT FEASIBLE. QUANTITIES SHOWN ON PLAN MUST BE INSTALLED UNLESS A REDUCTION IS APPROVED BY THE CITY TO MEET SEPARATION STANDARDS. TREE PROTECTION NOTES TREE DIAMETER AT BREAST HEIGHT (INCHES) AUGER DISTANCE FROM FACE OF TREE (FEET) 0-2 1 3-4 2 5-9 5 10-14 10 15-19 12 OVER 19 15 1. ALL EXISTING TREES WITHIN THE LIMITS OF THE DEVELOPMENT AND WITHIN ANY NATURAL AREA BUFFER ZONES SHALL REMAIN AND BE PROTECTED UNLESS NOTED ON THESE PLANS FOR REMOVAL. 2. WITHIN THE DRIP LINE OF ANY PROTECTED EXISTING TREE, THERE SHALL BE NO CUT OR FILL OVER A FOUR-INCH DEPTH UNLESS A QUALIFIED ARBORIST OR FORESTER HAS EVALUATED AND APPROVED THE DISTURBANCE. 3. ALL PROTECTED EXISTING TREES SHALL BE PRUNED TO THE CITY OF FORT COLLINS FORESTRY STANDARDS. TREE PRUNING AND REMOVAL SHALL BE PERFORMED BY A BUSINESS THAT HOLDS A CURRENT CITY OF FORT COLLINS ARBORIST LICENSE WHERE REQUIRED BY CODE. 4. PRIOR TO AND DURING CONSTRUCTION, BARRIERS SHALL BE ERECTED AROUND ALL PROTECTED EXISTING TREES WITH SUCH BARRIERS TO BE OF ORANGE FENCING A MINIMUM OF FOUR (4) FEET IN HEIGHT, SECURED WITH METAL T-POSTS, NO CLOSER THAN SIX (6) FEET FROM THE TRUNK OR ONE-HALF (½) OF THE DRIP LINE, WHICHEVER IS GREATER. THERE SHALL BE NO STORAGE OR MOVEMENT OF EQUIPMENT, MATERIAL, DEBRIS OR FILL WITHIN THE FENCED TREE PROTECTION ZONE. 5. DURING THE CONSTRUCTION STAGE OF DEVELOPMENT, THE APPLICANT SHALL PREVENT THE CLEANING OF EQUIPMENT OR MATERIAL OR THE STORAGE AND DISPOSAL OF WASTE MATERIAL SUCH AS PAINTS, OILS, SOLVENTS, ASPHALT, CONCRETE, MOTOR OIL OR ANY OTHER MATERIAL HARMFUL TO THE LIFE OF A TREE WITHIN THE DRIP LINE OF ANY PROTECTED TREE OR GROUP OF TREES. 6. NO DAMAGING ATTACHMENT, WIRES, SIGNS OR PERMITS MAY BE FASTENED TO ANY PROTECTED TREE. 7. LARGE PROPERTY AREAS CONTAINING PROTECTED TREES AND SEPARATED FROM CONSTRUCTION OR LAND CLEARING AREAS, ROAD RIGHTS-OF-WAY AND UTILITY EASEMENTS MAY BE "RIBBONED OFF," RATHER THAN ERECTING PROTECTIVE FENCING AROUND EACH TREE AS REQUIRED IN SUBSECTION (G)(3) ABOVE. THIS MAY BE ACCOMPLISHED BY PLACING METAL T-POST STAKES A MAXIMUM OF FIFTY (50) FEET APART AND TYING RIBBON OR ROPE FROM STAKE-TO-STAKE ALONG THE OUTSIDE PERIMETERS OF SUCH AREAS BEING CLEARED. 8. THE INSTALLATION OF UTILITIES, IRRIGATION LINES OR ANY UNDERGROUND FIXTURE REQUIRING EXCAVATION DEEPER THAN SIX (6) INCHES SHALL BE ACCOMPLISHED BY BORING UNDER THE ROOT SYSTEM OF PROTECTED EXISTING TREES AT A MINIMUM DEPTH OF TWENTY-FOUR (24) INCHES. THE AUGER DISTANCE IS ESTABLISHED FROM THE FACE OF THE TREE (OUTER BARK) AND IS SCALED FROM TREE DIAMETER AT BREAST HEIGHT AS DESCRIBED IN THE CHART BELOW: 9. NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON (FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY 5-7 DAYS BEFORE TREE REMOVAL OR TRIMMING TO IDENTIFY ANY ACTIVE NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND CONSTRUCTION APPLY. NATURAL AREA BUFFER NOTES 1. STANDARDS FOR PROTECTION DURING CONSTRUCTION - THE DIRECTOR SHALL ESTABLISH A "LIMITS OF DEVELOPMENT" ("LOD") LINE(S) TO ESTABLISH THE BOUNDARY OF THE PROJECT OUTSIDE OF WHICH NO LAND DISTURBANCE ACTIVITIES WILL OCCUR DURING THE CONSTRUCTION OF THE PROJECT. 2. SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE BUFFER ZONE. 3. CONSTRUCTION SHALL BE ORGANIZED AND TIMED TO MINIMIZE THE DISTURBANCE OF SENSITIVE SPECIES OCCUPYING OR USING ON-SITE AND ADJACENT NATURAL HABITATS OR FEATURES. 4. CONSTRUCTION OF BARRIER FENCING SHALL BE PROVIDED AT THE LIMITS OF THE DEVELOPMENT DURING CONSTRUCTION. P R E V A I L I N G W I N D NOTES: SET SO THAT TOP OF ROOT 1-2" HIGHER THAN FINISHED GRADE MARK NORTH SIDE OF TREE IN NURSERY AND ROTATE TREE TO FACE NORTH AT THE SITE WHENEVER POSSIBLE 2 STRAND 12 GAUGE GAL. WIRE (TWIST TO TIGHTEN) & GROMMETED NYLON STRAPS THREE (3) TWO INCH LODGE POLE STAKES DRIVEN (MIN. 24") FIRMLY INTO UNDISTURBED SOIL OUTSIDE OF PLANTING HOLE BEFORE BACKFILLING STAKE ABOVE FIRST BRANCHES OR AS NECESSARY FOR FIRM SUPPORT REMOVE ALL WIRE, TWINE BURLAP, MESH AND CONTAINERS FROM ENTIRE ROOT BALL AND TRUNK PLAN VIEW - THREE STAKES 3 X BALL DIA. TREE PLANTING DETAIL - WOOD POSTS SCALE NTS SCARIFY SIDES OF HOLE LEAVING 1:1 SLOPE ROUND TOPPED SOIL BERM 4" HIGH X 8" WIDE ABOVE ROOT BALL SURFACE SHALL BE CONSTRUCTED AROUND THE ROOT BALL. BERM SHALL BEGIN AT ROOT BALL PERIPHERY. (OMIT IN TURF AREAS) BACKFILL WITH BLEND OF EXISTING SOIL AND A MAXIMUM 20% (BY VOL.) ORGANIC MATERIAL PLACE FIRMLY BUT DON'T TAMP OR COMPACT AROUND ROOT BALL. WATER WATER THOROUGHLY TO SETTLE AND REMOVE AIR POCKETS. PRIOR TO MULCHING, LIGHTLY TAMP SOIL AROUND THE ROOT BALL IN 6" LIFTS TO BRACE TREE. DO NOT OVER COMPACT. WHEN THE PLANTING HOLE HAS BEEN BACKFILLED, POUR WATER AROUND THE ROOT BALL TO SETTLE THE SOIL. 3" DEEP MULCH RING PLACED A MINIMUM OF 6' IN DIAMETER. 1" MULCH OVER ROOT BALL. DO NOT PLACE MULCH IN CONTACT WITH TREE TRUNK BOTTOM OF ROOT BALL RESTS ON EXISTING OR RECOMPACTED SOIL LPLPLA 1 TREE PROTECTION FENCE SCALE NTS LOWER CANOPY - CONTACT THE CITY FORESTER IF POTENTIAL FOR DAMAGE EXISTS AND/OR IF PRUNING, INCLUDING BUT NOT LIMITED TO CLEARANCE FOR BUILDING(S) AND/OR CONSTRUCTION SCAFFOLDING, IS NEEDED. CHAIN LINK FENCE (OPTIONAL) NOTES 1. DAMAGE TO PROTECTED TREES IS SUBJECT TO PENALTY PER CITY ORDINANCE. 2. TREE PROTECTION SHALL BE INSTALLED PRIOR TO COMMENCEMENT OF DEMOLITION/CONSTRUCTION ACTIVITIES AND MAY ONLY BE REMOVED TEMPORARILY IF TRUNK PROTECTION IS INSTALLED. IT SHALL REMAIN IN PLACE UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED. 3. NO MATERIALS, DEBRIS, EQUIPMENT, OR SITE AMENITIES SHALL BE STORED WITHIN THE TREE PROTECTION FENCE. 4. WHILE TREE PROTECTION FENCING IS IN PLACE, TREES SHALL BE DEEP-ROOT WATERED AT AN INTERVAL OF ONCE PER WEEK WHEN TEMPERATURES ARE AT OR ABOVE 50-DEGREES F. TREES SHALL BE WATERED AT THE RATE OF 10 GALLONS PER INCH CALIPER. 5. TREE PROTECTION FENCING SHALL BE "ORANGE PLASTIC SAFETY FENCING," MIN. 48" IN HEIGHT, TOP SECURED TO METAL T-POSTS WITH 12-GAUGE WIRE WOVEN THROUGH TOP OF FENCING FOR ENTIRE LENGTH. - HEAVY DUTY T-POSTS SHALL BE PLACED SO THAT WIRE & FENCE ARE TAUT. - CHAIN LINK FENCING IS RECOMMENDED. 6. TRUNK PROTECTION IS REQUIRED IF CONSTRUCTION OCCURS WITHIN TEN FEET OR LESS OF TRUNK. CONSTRUCTION INSIDE CRITICAL ROOT ZONE IS ONLY PERMITTED WHEN EQUIPMENT IS OPERATED EXCLUSIVELY ON EXISTING HARDSCAPE, AND NO SOIL COMPACTION TAKES PLACE. DBH X 12" OR AS APPROVED METAL "T" POST TRUNK PROTECTION CRITICAL ROOT ZONE DETA,L),LE 2 TREE SPECIES DIVERSITY PER CITY OF FORT COLLINS 3.2.1(D)3 PROPOSED PLAN MUST HAVE A SPECIES DIVERSITY OF (10-19 TREES > 50%, 20-39 TREES > 33%, 40-59 TREES > 25%, 60+ TREES > 15%). OF THE 61 TOTAL TREES SURVEYED AND PROPOSED ON SITE, NO SPECIES MAY HAVE MORE THAN 9 QUANTITY. *TYPE (PROPOSED & EXISTING TO REMAIN)COUNT 60+ TREES > 15% Acer saccharum 'Bailsta'8 13 Tilia americana 'Boulevard'9 15 Ulmus davidiana 'Choice City'7 11 Cottonwood (ex.)14 23 Siberian Elm (ex.)16 26 Boxelder (ex.)6 10 Russian Olive (ex.)1 2 TOTAL TREES 61 *CITY OF FORT COLLINS CODE SECTION 3.2.1(D)3 MINIMUM SPECIES DIVERSITY TREE MITIGATION LEGEND EXISTING TREES TO SAVE IN PLACE XXX XXX EXISTING TO BE REMOVED #TYPE STEMS DBH CONDITION FORESTRY TREE MITIGATION REMOVE? (Y/N)REASON FOR REMOVAL/ NOTES 1 COTTONWOOD 2 29, 34 FAIR-3.5 Y 2 COTTONWOOD 2 38, 35 FAIR-3.5 Y 3 SIBERIAN ELM 4 4-6 FAIR 1.5 Y 4 SIBERIAN ELM CLOUD 2-25 FAIR-4 Y 5 SIBERIAN ELM CLOUD 6-12 FAIR 3 Y 6 SIBERIAN ELM 1 7 FAIR 0 Y 7 SIBERIAN ELM 3 3-10 FAIR 1.5 Y 8 BOXELDER 1 9 FAIR 1.5 Y 9 WILLOW/BOXELDER CLOUD 7-16 FAIR-4.5 Y 10 RUSSIAN OLIVE 2 12, 12 FAIR 2.5 Y 11 BOXELDER 22 3-12 FAIR 4.5 Y 12 BOXELDER 2 14, 14 FAIR-2.5 N 13 BOXELDER 10 6-11 FAIR-3 N 14 WHITE POPLAR MULTI DEAD 0 N 15 BOXELDER 11 2-8 FAIR-2.5 N 16 SIBERIAN ELM 1 33 FAIR-3 N 17 SIBERIAN ELM 1 32 FAIR-3 N 18 SIBERIAN ELM 1 35 FAIR-3 Y 19 SIBERIAN ELM 1 18 FAIR-2 N 20 SIBERIAN ELM 1 8 FAIR 0 N 21 SIBERIAN ELM 1 10 FAIR-0 N 22 COTTONWOOD 3 12-26 FAIR-3.5 N 23 COTTONWOOD 5 15-31 FAIR 5 N 24 SIBERIAN ELM 1 12 FAIR-1.5 N 25 COTTONWOOD 1 21 FAIR-2.5 N 26 COTTONWOOD 2 16, 19 FAIR-2.5 N 27 COTTONWOOD 1 18 DEAD 0 N 28 COTTONWOOD 2 11-20 FAIR-3 N 29 SIBERIAN ELM 1 20 POOR 2 N 30 COTTONWOOD 1 31 FAIR-3.5 N 31 COTTONWOOD 1 18 FAIR 2.5 N 32 COTTONWOOD 1 12 POOR 1.5 N 33 COTTONWOOD 3 20-39 FAIR-5 N 34 COTTONWOOD 1 37 FAIR 4 N 35 SIBERIAN ELM 1 22 POOR 2.5 N 36 SIBERIAN ELM 1 14 POOR 2 N 37 COTTONWOOD 3 20-35 FAIR 6 N 38 SIBERIAN ELM 38 1-20 FAIR-4 N 39 TBD TBD TBD TBD TBD Y TOTAL MITIGATION REQUIRED:28.5 F D C X X X X X X X X X ST ST ST ST ST S ELEC F ES M VAULTELEC VAULTELEC VAULT ELEC CABLE CABLE ELEC CTV CTV CTV OH U OH U OH U OH U X X X X X CT V CT V CT V CT V CTV CT V CTV CTV CTV OHU OHU X XXXXXXXX X X X X X CTV CTV CTV CT V CTV CTV CT V CTV CTVGGGGGGGG SS SS SS SS SS SS SS SS SS SS SS SS H2O H2O A RV H2O H2O D H Y D S F ES F ES W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXX OHU OHU OHU OHU OHU X X X X X X X X W W W W W W W W W W W W W W W W W W W X X W W W W W S S SS SS SS SS SS SS SS D X X X X X 8" W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8" W 8" W 8" W 8" W 8 " W 8" W 8" W 12 " S S 12 " S S 12 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" SS #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12 #14#13 #15 #16 #17 #18 F D C S WF HYDRANT, TYP. M A S O N S T R E E T ( 7 1 ' R . O . W . ) HIBDON COURT MA S O N S T R E E T (7 1 ' R . O . W . ) LOT 1 (7.01 AC) ZONING: C-S FUTURE CITY OF FORT COLLINS REGIONAL DETENTION LOT 2 (3.91 AC) ZONING: C-S LOT 3 (1.29 AC) ZONING: C-S EXISTING BUSINESSES ZONING: C-S EXISTING MOBILE HOME PARK ZONING: C-S #19 #20 #21 #22 #23#24#25 #26 #27 #28 #29 #30 #31 #32 #33 #38 #37 #34 #35 #36 #39 DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Pl o t t e d B y : L i n d s a y O l i v e r La y o u t : T R E E M I T I G A T I O N Pr i n t e d O n : 5 / 2 4 / 2 0 2 3 1 1 : 2 9 A M Fi l e N a m e : T R E E M I T I G A T I O N . d w g ORIGINAL SIZE 24X36 ENTIT L E M E N T DRAW I N G S NOT F O R CONS T R U C T I O N 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com RIPLEY DESIGN INC. Klara Rossouw 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 NORTH COLLEGE 1311, LLC 262 E. Mountain Ave. Fort Collins, CO 80524 p. 970.490.2626 ENGINEER LAND PLANNER NORTHERN ENGINEERING Blaine Mathisen 301 N Howes St, Suite 100 Fort Collins, CO 80521 p. 970.221.4158 OWNER TREE MITIGATION PDP SUBMITTAL MASON STREET INFRASTRUCTURE FORT COLLINS, CO KR LO R23-008 L3.00 NORTH 0 25 50 100 SCALE: 1"=50'-0" TREE MITIGATION SUMMARY TABLE MITIGATION TREES REQUIRED MITIGATION TREES PROVIDED FEE IN LIEU PROVIDED 29 0 FEE IN LIEU PROVIDED FOR 29 TREES THINKING OUTSIDE OF THE BOX FOR OVER TWO DECADES. o: 970.224.5828 | w: ripleydesigninc.com RIPLEY DESIGN, INC. | 419 Canyon Avenue, Suite 200 | Fort Collins, CO 80521 5/24/2023 Mason Street Infrastructure: PDP – North Fort Collins at the intersection of Mason St and Hibdon Ct Existing Tree Removal Feasibility Letter This letter is intended to supplement the Mitigation Plan included in the Mason Street Infrastructure PDP. There are four (4) species of trees on site including: Cottonwood, Siberian Elm, Boxelder, and Russian Olive. As depicted on the mitigation plan, a total of thirteen (13) trees are to be removed and twenty-six (26) to remain or transplanted. The reason for tree removal is due to the proposed development of Mason Street Infrastructure. The following trees are proposed to be removed: Trees 1-11, 18, 39 (as associated with the Tree Mitigation List on the Tree Mitigation Plan). Further explanation for the removal of these trees is found below. Tree #: 1 A cottonwood in fair- condition to be removed due to conflicts with R.O.W. improvements. 2 A cottonwood in fair- condition to be removed due to site regrading. 3 A Siberian elm in fair condition to be removed due to site regrading. 4 A Siberian elm clump in fair- condition to be removed due to site regrading. 5 A Siberian elm clump in fair condition to be removed due to site regrading. 6 A Siberian elm in fair condition to be removed due to site regrading. 7 A Siberian elm in fair condition to be removed due to site regrading. 8 A boxelder in fair condition to be removed due to site regrading. 9 A boxelder clump in fair- condition to be removed due to site regrading. 10 A Russian olive in fair condition to be removed due to site regrading. THINKING OUTSIDE OF THE BOX FOR OVER TWO DECADES. o: 970.224.5828 | w: ripleydesigninc.com RIPLEY DESIGN, INC. | 419 Canyon Avenue, Suite 200 | Fort Collins, CO 80521 11 A boxelder clump in fair condition to be removed due to site regrading. 18 A Siberian elm in fair- condition to be removed due to conflicts with R.O.W. improvements. 39 TBD A more detailed depiction of the location of trees which are being removed in relation to the proposed site plan can be found on the Mitigation Plan included in this submittal. To mitigate for the removed trees which have been deemed to provide significant value by the City Forester, replacement trees will be provided at the increased size per Division 3.2.1 (F)(1) of the Fort Collins Land Use Code. Parcel Map Check Report Date: 5/23/2023 9:29:50 AM Parcel Name: Site 1 - Standard : 2 Description: Process segment order counterclockwise: False Enable mapcheck across chord: False North:139,005.1421' East:188,478.5900' Segment# 1: Line Course: N0° 46' 51.64"E Length: 375.370' North: 139,380.4772' East: 188,483.7066' Segment# 2: Line Course: N0° 47' 28.25"E Length: 262.801' North: 139,643.2531' East: 188,487.3354' Segment# 3: Line Course: S89° 21' 09.02"E Length: 671.105' North: 139,635.6692' East: 189,158.3975' Segment# 4: Line Course: S0° 38' 53.44"W Length: 45.000' North: 139,590.6721' East: 189,157.8885' Segment# 5: Line Course: S89° 21' 09.02"E Length: 310.001' North: 139,587.1689' East: 189,467.8697' Segment# 6: Line Course: S0° 38' 50.98"W Length: 217.800' North: 139,369.3828' East: 189,465.4084' Segment# 7: Line Course: N89° 21' 09.02"W Length: 217.481' North: 139,371.8405' East: 189,247.9413' Segment# 8: Line Course: S35° 13' 56.10"E Length: 254.175' North: 139,164.2252' East: 189,394.5728' Segment# 9: Line Course: S0° 40' 02.52"W Length: 169.963' North: 138,994.2737' East: 189,392.5932' Segment# 10: Line Course: N89° 19' 07.42"W Length: 914.067' North: 139,005.1421' East: 188,478.5908' Perimeter: 3,437.763' Area: 571,843.39Sq.Ft. Error Closure: 0.0008 Course: N88° 50' 36.57"E Error North : 0.00002 East: 0.00085 Precision 1: 4,297,203.750 Date: May 24, 2023 Submitted To: North College 1311, LLC 262 E. Mountain Avenue Fort Collins, CO 80524 Submitted By: Fox Tuttle Transportation Group, LLC 1580 Logan Street, 6th Floor Denver, CO 80203 North College 1311 Overall Development Plan Traffic Impact Study North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page i May 24, 2023 TABLE OF CONTENTS 1.0 Introduction ............................................................................................................................ 1 2.0 Project Description .................................................................................................................. 2 3.0 Study Considerations ............................................................................................................... 2 3.1 Data Collection .................................................................................................................... 2 3.2 Evaluation Methodology ..................................................................................................... 3 3.3 Level of Service Definitions ................................................................................................. 3 4.0 Existing Conditions .................................................................................................................. 4 4.1 Roadways ............................................................................................................................ 4 4.2 Intersections ....................................................................................................................... 5 4.3 Pedestrian and Bicycle Facilities ......................................................................................... 5 4.4 Transit ................................................................................................................................. 6 4.5 Existing Intersection Capacity Analysis ............................................................................... 6 5.0 Future Traffic Conditions ......................................................................................................... 7 5.1 Annual Growth Factor and Future Volume Methodology .................................................. 7 5.2 Future Roadway Assumptions ............................................................................................ 7 5.3 Year 2025 Background Intersection Capacity Analysis ....................................................... 7 5.4 Year 2045 Background Intersection Capacity Analysis ....................................................... 8 6.0 Proposed North College 1311 ODP Project ............................................................................... 8 6.1 Rescue Mission (West Lots) Trip Generation ...................................................................... 8 6.2 East Lot Trip Generation ................................................................................................... 10 6.3 Trip Distribution and Assignment ..................................................................................... 11 7.0 Future Traffic Conditions with Site Development ................................................................... 11 7.1 Year 2025 Background + Project Intersection Capacity Analysis ...................................... 11 7.2 Year 2045 Background + Project Intersection Capacity Analysis ...................................... 12 8.0 Future Multi‐Modal Trips and Facilities .................................................................................. 13 9.0 Conclusion ............................................................................................................................. 14 North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page ii May 24, 2023 LIST OF TABLES Table 1 – Peak Hour Intersection LOS Summary ........................................................................................ 16 Table 2 – Peak Hour 95th Percentile Queue Summary .............................................................................. 17 Table 3 – Rescue Mission Trip Generation Summary ................................................................................. 10 Table 4 – East Lot Trip Generation Summary ............................................................................................. 10 LIST OF FIGURES Figure 1 – Vicinity Map and Existing Access ............................................................................................... 18 Figure 2 – Conceptual Site Plan .................................................................................................................. 19 Figure 3 – Year 2022 Existing Traffic Volumes ............................................................................................ 20 Figure 4 – Year 2025 Background Traffic Volumes ..................................................................................... 21 Figure 5 – Year 2045 Background Traffic Volumes ..................................................................................... 22 Figure 6A – Site Trip Distribution – Rescue Mission ................................................................................... 23 Figure 6B – Site Trip Distribution – East Lot................................................................................................ 24 Figure 7A – Site‐Generated Trip Volumes – Rescue Mission ...................................................................... 25 Figure 7B – Site‐Generated Trip Volumes – East Lot .................................................................................. 26 Figure 8 – Year 2025 Background + Site‐Generated Traffic Volumes ......................................................... 27 Figure 9 – Year 2045 Background + Site‐Generated Traffic Volumes ......................................................... 28 APPENDIX Transportation Impact Study Base Assumptions Form Level of Service Definitions Existing Traffic Data Intersection Capacity Worksheets North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 1 May 24, 2023 NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY 1.0 Introduction The Fox Tuttle Transportation Group prepared this traffic impact study for the North College 1311 Overall Development Plan (ODP), which includes three properties along Mason Street, between Hickory Street and Hibdon Court. The two properties in the southwest corner of Mason Street and Hibdon Court is proposed to include a new Fort Collins Rescue Mission campus which will include a day‐use area and an overnight shelter area to serve and aid men that are currently experiencing homelessness. This portion of the ODP was included in a previous traffic impact study and is the baseline for this current traffic study. The third property is located in the southeast corner of Mason Street and Hibdon Court and is planned to be developed in the future with a facility that complements the Rescue Mission and provides support for the community. Figure 1 includes a vicinity map for the proposed project. The purpose of this study is to assist in identifying potential t raffic impacts w ithin t he s tudy a rea a s a r esult of this project. The traffic study addresses existing, short‐term (Year 2025), and long‐term (Year 2045) peak hour intersection conditions in the study area with and without the project generated traffic. The information contained in this study is anticipated to be used by City of Fort Collins staff to identify any intersection or roadway deficiencies and potential improvements for the short‐term future conditions. This study focused on the weekday AM and PM peak hours which are typically the highest traffic volumes for the adjacent roadway network. The traffic impact study is consistent with the requirements of the City of Fort Collins’ standards set forth in Chapter 4 of the Larimer County Urban Area Street Standards (revised 2019). A copy of the approved Transportation Impact Study Base Assumptions Form is attached in the Appendix for reference. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 2 May 24, 2023 2.0 Project Description For the west two lots, the Fort Collins Rescue Mission Project proposes to construct a new 43,000 square foot building with up to 200 beds for people experiencing homelessness and the shelter will also include restrooms, showers, living and dining areas, library, meeting rooms, kitchen, donation storage, laundry rooms, business offices, and outdoor space. The facility also plans to include administrative offices for staff and volunteers. It is understood the shelter will be open 24 hours per day, seven (7) days a week to provide services to those in need. The east lot is approximately 1.29± acres and the exact land use that will be constructed on this site. There is potential for a community garden, multi‐family dwelling units, day care center, recreational uses, food catering services, music/arts studio, or other complimentary services for the Rescue Mission. For the purpose of this traffic study, it was assumed that a 10,000 square foot day care facility would be constructed since it was estimated to create the highest level of traffic of the permitted uses. Currently, the sites are vacant and the adjacent land uses include a couple single‐family residents, mobile home park, lodging, small retail, and light industrial. The North College 1311 ODP location is in close proximity to services across College Avenue including the Food Bank of Larimer County, Larimer County Department of Human Services, and the Murphy Center for Hope. Access to the Rescue Mission site is planned via two new full‐movement, side‐street stop‐controlled access points on Mason Street. The north access will become the west leg to the existing intersection of Mason Street at Hibdon Court. The south access on Mason Street is proposed to be approximately 650 feet south of Hibdon Court. For the east site, a site plan has not been developed therefore one full movement access was assumed to be located on Hibdon Court. Figure 2 includes a conceptual site plan and access for the project. 3.0 Study Considerations 3.1 Data Collection Intersection turning movement volumes were collected by Idax Data Solutions in early December 2022 at four (4) existing intersections during the weekday AM and PM peak hours. Daily (24‐hour) traffic volumes were gathered on Hibdon Court east of Mason Street and on Mason Street south of Hibdon Court. Historic daily volumes and future forecasts along College Avenue (US 287) within the vicinity of the project site were gathered from the CDOT’s Transportation Data Management System (TDMS). The existing traffic volumes are illustrated on Figure 3. The existing intersection geometry and traffic control are also shown on this figure. Count data sheets are provided in the Appendix. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 3 May 24, 2023 3.2 Evaluation Methodology The traffic operations analysis addressed the unsignalized intersection operations using the procedures and methodologies set forth by the Highway Capacity Manual (HCM) 1. Existing Peak Hour Factor (PHF) were applied to the intersections for all evaluation scenarios. Study intersections were assessed using Synchro (v11) software. 3.3 Level of Service Definitions A level of service analysis was conducted to determine the existing and future performance of the study intersections and to determine the most appropriate traffic control device and need for auxiliary lanes. To measure and describe the operational status of the study intersections, transportation engineers and planners commonly use a grading system referred to as “Level of Service” (LOS) that is defined by the HCM. LOS characterizes the operational conditions of an intersection’s traffic flow, ranging from LOS A (indicating very good, free flow operations) and LOS F (indicating congested and sometimes oversaturated conditions). These grades represent the perspective of drivers and are an indication of the comfort and convenience associated with traveling through the intersections. The intersection LOS is represented as a delay in seconds per vehicle for the intersection as a whole and for each turning movement. A more detailed discussion of the LOS methodology is contained in the Appendix for reference. The Fort Collins standards within the Larimer County Urban Area Street Standards (LUCASS) consider LOS A through D to be good for the overall intersection operations with LOS E or better as acceptable in peak hours. For individual movements, LOS E and F may be acceptable for left‐turns or minor streets. Specific standards are provided in Table 4‐3 in LUCASS and as shown to the right. 1 Highway Capacity Manual, Highway Research Board Special Report 209, Transportation Research Board, National Research Council, 6th Edition (2016). North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 4 May 24, 2023 4.0 Existing Conditions 4.1 Roadways The study area boundaries are based on the amount of traffic to be generated by the project and potential impact to the existing roadway network. The study area was defined in coordination with the City of Fort Collins staff and is outlined in the Transportation Impact Study Base Assumptions Form (located in the Appendix). The p rimary p ublic roadways that serve the project s ite are discussed in the following text and illustrated on Figure 3. North College Avenue (US 287) is a four‐lane arterial that provides north‐south connectivity through the entirety of Fort Collins and connects to several communities within Northern Colorado and Southern Wyoming. This section of North College Avenue is part of an interstate commerce truck route and is subject to access management documents developed by the Colorado Department of Transportation, Larimer County, and the City of Fort Collins. The roadway provides two (2) through lanes in each direction, on‐street bike lanes, a landscaped parkway, and 8‐foot sidewalks. Access control is provided via a raised, landscaped median. The posted s peed l imit i s 4 0 m ph w ithin the v icinity o f the project site. North College Avenue currently serves approximately 25,100 vpd north of Hibdon Court (Year 2021, CDOT). North College Avenue will provide the primary north/south access for the proposed Fort Collins Rescue Mission. Hickory Street is a collector street that travels west of North College and provides access to the Hickory Village neighborhood, light industrial businesses, and recreational areas. At North College Avenue, Hickory Street is the western leg of an offset intersection with Conifer Street. In its current configuration, Hickory Street provides a single through lane per direction, on‐street parking, and attached sidewalks. Near the Mason Street intersection, this roadway has an approximately 56‐foot‐wide paved section. The posted speed limit is 25 mph. Although Hickory Street currently terminates at South Gold Park, the City’s Master Street Plan shows Hickory S treet extending west to Shield Street. Mason Street is a local r oadway w ith a p aved 2 2 ‐foot section, w ithin t he stu dy area, that provides rear‐lot access to several properties fronting North College Avenue. This portion of Mason Street is approximately 0.3‐mile in length starting north of Hickory Street and does not connect to Midtown. The roadway is located within a permanent public access easement and provides a single travel lane per direction. Currently, there is no curb and gutter nor sidewalk. There is no posted speed limit, but assumed to be 25 miles per hour, a typical speed for local streets. Mason Street currently serves approximately 140 vpd south of Hibdon Court (Year 2022, Count). Per the City of Fort Collins’ Master Street Plan and comments provided by City staff in the Preliminary Development Review Document, Mason Street is classified as a “Collector – With North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 5 May 24, 2023 Parking”. This street classification includes one (1) travel lane per direction, on‐street bicycle lanes, on‐street parking, a landscaped parkway, and 5‐foot sidewalks. Hibdon Court is a local street that connects Mason Street and North College Avenue. Starting at North College Avenue and extending west approximately 300’, Hibdon Court is a 36‐foot‐wide roadway with curb and gutter and accommodates a single travel lane in each direction. Pedestrian connectivity is provided via a 5‐foot attached sidewalk on the south side of the road. Continuing west to Mason Street, Hibdon Court transitions to a 22‐foot‐wide roadway with no curb and gutter nor sidewalks. There are no designated on‐street bicycle lanes. There is no posted speed limit, however, it is assumed to be 25 miles per hour, a t ypical s peed f or l ocal s treets. Hibdon Court currently serves approximately 260 vpd east of Mason Street (Year 2022, Count). 4.2 Intersections The study area includes four intersections that are listed below with the current traffic control and were analyzed for existing and future background year traffic operations: 1. Mason Street at Hibdon Court (side‐street stop‐controlled) 2. North College Avenue at Hibdon Court (side‐street stop‐controlled) 3. Mason Street at Hickory Street (side‐street stop‐controlled) 4. North College Avenue at Hickory Street (signalized) The existing lane configuration at each of the study locations is illustrated on Figure 3. 4.3 Pedestrian and Bicycle Facilities The City of Fort Collins adheres to the Larimer County Urban Area Street Standards (LUCASS) and the roadway cross sections defined therein. All of the study roadways are identified as “complete streets” and are anticipated to provide amenities promoting and encouraging multimodal activity while balancing with the vehicular needs. North College Avenue provides on‐street bicycle lanes and 8‐foot sidewalk on both sides of the roadway. These improvements extend along North College Avenue, connecting Old Town Fort Collins to the city limits at Highway 1. These facilities serve as the multimodal backbone for North Fort Collins and provide access to various commercial, residential, recreational, and community services. Hickory Street also provides defined multimodal connectivity though on‐street bicycle lanes and variable width, attached sidewalks. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 6 May 24, 2023 There is currently a 5‐foot sidewalk on Hibdon Court on the south side for approximately 300 feet west of North College Avenue. The remaining segment of Hibdon Court does not have sidewalks. As is typical on local streets, on‐street bike lanes are not striped; however, bicyclists are permitted to ride with traffic. In its current configuration, Mason Street does not have dedicated multimodal improvements. 4.4 Transit The City of Fort Collins has a dedicated transit service, Transfort, that serves the community. Transfort’s primary hub is the Downtown Transit Center (DTC), located on the east side of Mason Street between Maple Street and Laporte Avenue. For a fee, community members can access various destinations throughout Fort Collins from the DTC. Two routes, #8 and #81, serve Northern Fort Collins and the project area Routes #8 and #81 utilize the same loop, but travel in opposite directions. Both routes utilize the same transit stops, including stops located on the far sides of the Hibdon Court intersection which is anticipated to be useful for future patrons of the Fort Collins Rescue Mission. 4.5 Existing Intersection Capacity Analysis The existing volumes, lane configuration, and traffic control are illustrated on Figure 3. The results of the LOS calculations for the study intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. All study intersections are currently operating at LOS A in the AM and PM peak hours, with all movements and approaches operating at LOS D or better. The 95th percentile queues were calculated to be maintained within the existing storage lengths at all of the study intersections. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 7 May 24, 2023 5.0 Future Traffic Conditions 5.1 Annual Growth Factor and Future Volume Methodology In order to forecast the future peak hour traffic volumes, background traffic growth assumptions were based on the Colorado Department of Transportation’s (CDOT) 20‐year factors and discussed with City of Fort Collins staff. Based on the CDOT forecasts on North College Avenue, it was assumed there will be an annual growth rate of 1.0% on this arterial. Based on discussions with the City of Fort Collins, there are no known developments occurring within the study area to be included in the growth along Mason Street or Hibdon Court. Therefore, 1.0% annual growth was assumed along the local roadways for consistency with the growth on North College Avenue. Using these assumptions, the Year 2025 background traffic was estimated and summarized on Figure 4 and the Year 2045 background traffic is shown on Figure 5. 5.2 Future Roadway Assumptions It was assumed that the study roadways will remain the same as existing in the future. Although Mason Street is defined as a C ollector r oadway in the future p er t he City’s Master Street Plan, the future analyses assumed the existing lane configuration and traffic control at the study intersections due to the low volumes and unknown development potential beyond the current proposed for North College 1311 ODP. The currently proposed changes to the City’s Land Use Code may downgrade Mason Street to a local street within the study area. The traffic analysis assumed that Mason Street would include one travel lane per direction, which will be the case regardless of the roadway classification (local or collector). 5.3 Year 2025 Background Intersection Capacity Analysis The study area intersections were evaluated to determine baseline operations for the Year 2025 background scenario and to identify any capacity constraints associated with background traffic. The background volumes, lane configuration, and traffic control are illustrated on Figure 4. The level of service criteria discussed previously was applied to the study area intersections to determine the impacts with the short‐term background volumes. The results of the LOS calculations for the intersections are summarized in Table 1. The intersection level of service worksheets and queue reports are attached in the Appendix. The study intersections were shown to operate similarly to the existing conditions with LOS A overall in the AM and PM peak hours in Year 2025 Background, as well as all of the movements and approaches estimated to continue to operate at LOS D or better. The 95th percentile queues for 2025 Background traffic also remain essentially unchanged as identified in Table 2 and continue to be maintained within the existing storage lengths. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 8 May 24, 2023 5.4 Year 2045 Background Intersection Capacity Analysis The study area intersections were evaluated to determine baseline operations for the Year 2045 background scenario and to identify any capacity constraints associated with background traffic. The background volumes, lane configuration, and traffic control are illustrated on Figure 5. The level of service criteria discussed previously was applied to the study area intersections to determine the impacts with the short‐term background volumes. The results of the LOS calculations for the intersections are summarized in Table 1. The intersection level of service worksheets and queue reports are attached in the Appendix. The study intersections were estimated to continue to operate overall at LOS A in both peak hours with the majority o f movements operating a t L OS D o r better. The 95th percentile queues for 2045 Background were calculated to remain within the existing storage lengths as shown in Table 2. At the intersection of North College Avenue and Hibdon Court, it was estimated that the eastbound approach will begin to operate at LOS E in the AM peak hour. The 95th percentile queue was calculated to be 15 feet (one vehicle or less). LUCASS permits this level of delay on side‐streets along arterial roadways. Based on the low volume on the side‐street and minimal queuing, no mitigation measure is recommended. This is a typical situation along major arterials during peak periods. 6.0 Proposed North College 1311 ODP Project 6.1 Rescue Mission (West Lots) Trip Generation With no comparable trip generation category within Institute of Transportation Engineers’ (ITE) Trip Generation Manual, local data from a comparable shelter was gathered and utilized to estimate the number of vehicular trips associated with the proposed Fort Collins Rescue Mission. Denver Rescue Mission provided detailed information on the staffing, operational needs, and anticipated number of people served on a daily basis for the new shelter. The new shelter will be open 24 hours per day, seven (7) days a week, year‐round. The summary of future operations is listed below: Employees – 34 people daily o Three (3) staffing shifts: Daytime Shift (8:30 am to 4:30 pm): 16 employees Swing Shift (2:00 pm to 10:30 pm): 11 employees Overnight shift (10:00 pm to 8:30 am): 7 employees o Majority of staff drives to the facility. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 9 May 24, 2023 o Once on site, staff cannot leave the site. o Based on the peak commuting hours, the Daytime Shift and the Overnight Shift will contribute to the AM and PM peak hour trips. Interns/Volunteers – 27 people daily o Similar work shifts to employees. Daytime Shift (8:30 am to 4:30 pm): 2 interns, 12 volunteers Swing Shift (2:00 pm to 10:30 pm): 0 interns, 13 volunteers Overnight shift (10:00 pm to 8:30 am): 0 interns, 0 volunteers o Majority arriving to the site via driving a vehicle. o Once on site, interns and volunteers cannot leave the site. Visitors – 10 people daily o This is community members who visit the site but are not users of the facility. o Typically arrive during the Daytime shift and not within the AM or PM peak hours. o Majority of visitors arrive by vehicle. Deliveries – 2 per day o These deliveries support the facility’s operational needs with supplies and donations. o Typically arrive during the Daytime shift but not within the AM or PM peak hours. o All deliveries arrive by vehicle. Partner Organization Visitors – up to 5 vehicles per day o These are people visiting the site to provide services for patrons. o Typically arrive during the Daytime shift but not within the AM or PM peak hours. o All Partner Organization Visitors arrive by vehicle. Patrons (Users of the Facility) – typically 100 per day and 40 per night o These are the people who are served by the shelter as they are currently experiencing homelessness. o Typically arrive by walking, biking, or transit. It is rare for a patron to arrive by vehicle. o Patrons arrive and depart at any time during the day or night, typically before and after a meal. Some stay for a short period of time while others remain for days. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 10 May 24, 2023 The trip generation estimates are summarized in Table 3. It is estimated that the shelter facility will generate 156 new trips per day, with 35 trips occurring in the AM peak hour and 26 trips occurring in the PM peak hour. Table 3. Rescue Mission Trip Generation Summary 6.2 East Lot Trip Generation A trip generation estimate was performed to determine the traffic characteristics of the assumed day care center on the East Lot of the North College 1311 ODP. The trip rates contained in the Institute of Transportation Engineers (ITE) Trip Generation Manual2 were applied to estimate the traffic associated with the potential day care center. Table 4 provides the detailed trip generation for the East Lot. Table 4. East Lot Trip Generation Summary 2 Trip Generation Manual, 11th Edition, Institute of Transportation Engineers, 2021. Users of Facility Quantity Unit Total In Out Total In Out Total In Out Employees 34People6834342316 7 16 0 16 Volunteers/Interns 27 People 54 27 27 12 8 4 10 10 0 Visitors*10People201010000000 Deliveries* 2Veh.422000000 Partner Organization Visitors*5Veh.1055000000 Patrons * 100People000000000 1567878352411261016 Source: Data from Denver Rescue Mission facilities of similar size and operations, as well as expected operations for new facilitie * Trips not included as they do not occur during the Peak Hours Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Land Use Size Unit Rate Total In Out Rate Total In Out Rate Total In Out ITE#565: Day Care Center 10 KSF 47.62 476 238 238 11.00 110 58 52 11.12 111 52 59 Source : ITE Trip Generation 11th Edition, 2021. Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 11 May 24, 2023 The proposed project is expected to experience mostly new trips, also known as ‘primary trips’, as discussed below: Primary Trips. These trips are made specifically to visit the site and are considered “new” trips. Primary trips would not have been made if the proposed project did not exist. Therefore, this is the only trip type that increases the total number of trips made on a regional basis. There is potential for families to walk, bike, or use transit to access the future day care center; however, for conservative purposes, a non‐auto reduction was not taken. It was estimated that a day care center in the East Lot will generate approximately 476 daily vehicle trips with 110 vehicle trips in the AM peak hour and 111 vehicle trips in the PM peak hour. 6.3 Trip Distribution and Assignment The estimated trip volumes presented in Table 3 and Table 4 were distributed onto the study area roadway network based on existing traffic characteristics of the area, existing and future land uses, and the relationship of this project to the greater Fort Collins community. Two distribution scenarios were assumed: one for the Rescue Mission and the other for the day care center assumed in the East Lot. Based on information provided by Denver Rescue Mission, it was assumed that 25% of vehicular traffic will come from North College Avenue and the remaining 75% will come from South College Avenue for the shelter. For the East Lot, it was assumed 35% will come from North College Avenue, 5% will come from West Hickory Street, and the remaining 60% will come from South College Avenue. The trip distribution through the study intersections for the shelter is shown on Figure 6A and the distribution for the day care center is shown on Figure 6B. The projected site traffic was assigned to the study area roadway network and proposed accesses for the weekday AM a nd PM peak hour periods. The site generated volumes for the shelter are shown on Figure 7A and the site generated volumes for the day care center are shown on Figure 7B. 7.0 Future Traffic Conditions with Site Development This section projects the future traffic conditions with the completion of the proposed Fort Collins Rescue Mission project and the development of the East Lot, assuming a day care center. 7.1 Year 2025 Background + Project Intersection Capacity Analysis For the purpose of this traffic study for the North College 1311 ODP, it was assumed the Rescue Mission and day care center would be constructed and in use by Year 2025. The site‐generated volumes were added to the projected Year 2025 background volumes and are illustrated on Figure 8. The results of the North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 12 May 24, 2023 LOS calculations for the intersections are summarized on Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. The project trips have little to no impact on the operations of the study intersections when compared to the background scenario. All intersections were calculated to continue to operate at a LOS A overall in the AM and PM peak hours. The 95th percentile queues were calculated to be maintained within the existing storage lengths at all of the study intersections. At the intersection of North College Avenue and Hibdon Court, it was estimated that the eastbound approach will begin to operate at LOS E in the AM peak hour due to slightly increased volume. The 95th percentile queue was calculated to be 25 feet (one vehicle or less). LUCASS permits this level of delay on side‐streets along arterial roadways. Based on the low volume on the side‐street and minimal queuing, no mitigation measure is recommended. This is a typical situation along major arterials during peak periods. 7.2 Year 2045 Background + Project Intersection Capacity Analysis The site‐generated volumes were added to the projected Year 2045 background volumes and are illustrated on Figure 9. The results of the LOS calculations for the intersections are summarized in Table 1. The 95th percentile queues are summarized in Table 2. The intersection level of service worksheets and queue reports are attached in the Appendix. The project trips have little to no impact on the operations of the study intersections when compared to the background scenario. The majority of the study intersections were calculated to continue to operate at a LOS A overall in the AM and PM peak hours. The 95th percentile queues were calculated to be maintained within the existing storage lengths at all of the study intersections. At the intersection of North College Avenue and Hibdon Court, the overall performance was estimated to change to LOS B in the PM peak hour with all movements operating at LOS D or better. During the AM peak hour, it was estimated that the eastbound approach will begin to operate at LOS F due to slightly increased volume on Hibdon Court and the increase in volume on North College Avenue. The 95th percentile queue was calculated to be 45 feet (two vehicles or less). LUCASS permits this level of delay on side‐streets along arterial roadways. Based on the low volume on the side‐street and minimal queuing, no mitigation measure is recommended. This is a typical situation along major arterials during peak periods. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 13 May 24, 2023 8.0 Future Multi‐Modal Trips and Facilities In discussions with the Denver Rescue Mission, it is anticipated that all users of the shelter will be arriving and departing to/from the site by walking, biking, or using transit. It is likely they will utilize the existing multi‐modal facilities through Fort Collins. The proposed northern shelter will add 200 beds for men currently experiencing homelessness and the numbers of patrons at one time can vary greatly by time of day, day o f w eek, weather, or season of the y ear. It is challenging to calculate the number of multi‐modal trips and the pattern at which they would occur. However, it is anticipated that the sidewalks, bike lanes, trails, and bus routes connected to the study area will have an increase in people utilizing them. The City of Fort Collins endorses “complete streets” for all roadway classifications, which are streets that serve both vehicular and multi‐modal traffic. With Hibdon Court being defined as a local street and Mason Street being currently defined as a collector level street, both streets will be able to accommodate and provide multimodal use. Hibdon Court will need the south sidewalk to be continued to Mason Street. Mason Street will need a sidewalk on at least one side of the roadway to connect to existing sidewalks; however, there are portions of Mason Street that are adjacent to other property owners that are not currently developing. If the Hibdon Court sidewalk is completed, then at a minimum people who walk, bike, or use transit can easily connect between North College Avenue and the proposed shelter. It is our understanding that the City’s Municipal Code obligates the owner of a parcel to construct local street improvements adjacent to the parcel’s frontage at the time of development. With the new Fort Collins Rescue Mission project, Mason Street will likely need to be upgraded along the property frontage. The City’s Master Street Plan currently would require Mason Street to be constructed as a collector, however, this traffic study indicates the projected volumes can be accommodated with a local street cross‐section. LCUASS does not provide functional parameters for Fort Collins but includes parameters for Loveland, which were used for comparison purposes. The standards state that “Major Collectors” are intended to serve between 3,000 and 7,000 vpd. Existing counts on Mason Street, south of Hibdon Court, indicated there are approximately 140 vpd. With background growth and the proposed project, the daily vehicle volume was calculated to increase to 525 vpd. The estimated future volumes on Mason Street are significantly lower than the collector volume threshold; therefore, the city may consider changing the roadway classification to “local” for this segment of Mason Street. To reach the bottom of the collector volume range, other properties on Mason Street would have to redevelop and generate to traffic. For informational purposes, this would be a minimum of 265 single‐family detached homes or 370 multi‐ family units (market‐rate) or 37,000 square feet of commercial retail. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 14 May 24, 2023 9.0 Conclusion The North College 1311 ODP includes three properties along Mason Street between Hickory Street and Hibdon Court. The two properties in the southwest corner of Mason Street and Hibdon Court is proposed to include a new Fort Collins Rescue Mission to provide people experiencing homelessness with basic needs and resources to enter permanent housing and self‐sufficiency. It is understood that there will be 200 beds and the shelter will also include restrooms, showers, living and dining areas, library, meeting rooms, kitchen, donation storage, laundry rooms, business offices, and outdoor space. The facility also plans to include administrative offices for staff and volunteers. Access to the Rescue Mission is planned via two full movement, side‐street stop‐controlled intersections on Mason Street. The third property is located in the southeast corner of Mason Street and Hibdon Court and is planned to be developed in the future with a facility that complements the Rescue Mission and provides supportive services for the community. For conservative purposes for this traffic study, it was assumed that a day care center would be constructed on the East Lot. Vehicular traffic volumes associated with the Rescue Mission have been developed through in‐depth conversations with Denver Rescue Mission staff to account for anticipated staff, interns, volunteers, visitors, and operational services at full build out. Traffic associated with the potential day care center was estimated by utilizing national trip rates. Volumes were analyzed for the existing, short‐term (Year 2025, anticipated construction year), and long‐term (Year 2045) scenarios. The three properties are anticipated to generate approximately 632 trips daily, 145 AM peak hour, and 137 PM peak hour trips at buildout during the weekday. In summary, the existing roadways and intersections within the study area can accommodate the trips associated with the North College 1311 ODP. There are no mitigation measures needed to support the vehicular traffic. It is recommended that multi‐modal connectivity be provided along the project frontage to support the patrons that are likely to arrive/depart via walking, biking, or using transit. Although the City’s Master Street Plan identifies Mason Street as a collector roadway, the volumes associated with the site are well below the capacity threshold for a local street. Unless significant development occurs (or is anticipated to occur), Mason Street could functionally operate as a local street. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC Page 15 May 24, 2023 Tables and Figures: Table 1 – Peak Hour Intersection LOS Summary Table 2 – Peak Hour 95th Percentile Queue Summary Table 3 – Rescue Mission Trip Generation Summary [IN REPORT] Table 4 – East Lot Trip Generation Summary [IN REPORT] Figure 1 – Vicinity Map and Existing Access Figure 2 – Conceptual Site Plan Figure 3 – Year 2022 Existing Traffic Volumes Figure 4 – Year 2025 Background Traffic Volumes Figure 5 – Year 2045 Background Traffic Volumes Figure 6A – Site Trip Distribution – Rescue Mission Figure 6B – Site Trip Distribution – East Lot Figure 7A – Site‐Generated Trip Volumes – Rescue Mission Figure 7B – Site‐Generated Trip Volumes – East Lot Figure 8 – Year 2025 Background + Site‐Generated Traffic Volumes Figure 9 – Year 2045 Background + Site‐Generated Traffic Volumes FT# 23043 North College 1331 ODP Traffic Impact Study 5/24/2023 Intersection and AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak Critical Movements/Approaches Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS STOP SIGN CONTROL 1. Mason St & Hibdon Ct 4A5A4A5A7A6A4A5A7A6A Eastbound Left+Through+Right 9A9A 9A9A Westbound Left+Right 10 A9A10 A9A 9A9A Westbound Left+Through+Right 11 B 10 A11B10A Northbound Through+Right 0 A 0 A 0 A 0 A 0 A 0 A Northbound Left+Through+Right 7 A 7 A 7 A 7 A Southbound Left+Through 0 A 7 A 0 A 7 A 0 A 7 A Southbound Left+Through+Right 0 A 7 A 0 A 7 A 2. North College Ave & Hibdon Ct 0A0A0A0A1A1A1A0A2A1A Eastbound Left+Through+Right 25C14B26D15B37 E 17 C43 E 18 C 61 F 22 C Westbound Left+Through+Right 0 A11B 0 B11B 0 A11B 0 B12B 0 A12B Northbound Left 11 B 10 B11A10 B 12 B 11 B 13 A 11 B 13 B 11 B Northbound Through 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Southbound Through+Right 0 A9A0 A9A0 A9A0 A10 A 0 A10 A 3. Mason St & Hickory St 0A1A0A1A2A2A0A1A1A2A Eastbound Left+Through 8A8A8A8A8A8A8A8A8A8A Westbound Through+Right 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A 0 A Southbound Left+Right 11 B 11 B 11 B 11 B 12 B 11 B 11 B 11 B 13 B 13 B 101. Hibdon Ct at Access Project Intersection Project Intersection 6A5A Project Intersection 6A5A Eastbound Through+Right 0 A 0 A 0 A 0 A Westbound Left+Through 7 A 7 A 7 A 7 A Northbound Left+Right 9A9A 9A9A 102. Mason St at Rescue Mission Access Project Intersection Project Intersection 1A0A Project Intersection 1A0A Eastbound Left+Right 9A9A 9A9A Northbound Left+Through 7 A 7 A 7 A 7 A Southbound Through+Right 0 A 0 A 0 A 0 A SIGNAL CONTROL 4. North College Ave & Hickory St 6 A 8 A 7 A 8 A 8 A 10 A 7 A 9 A 9 A 11 B Eastbound Left 33 C 45 D 33 C 45 D 32 C 43 D 32 C 44 D 31 C 42 D Eastbound Right 43 D 54 D 43 D 54 D 41 D 53 D 42 D 53 D 40 D52D Northbound Left 7 A 7 A8A7 A11B10 A12B10 B19B15B Northbound Through 3A4A3A4A4A5A4A5A4A6A Southbound Through 4A4A4A4A5A5A5A4A6A5A Southbound Right 3A3A3A3A3A3A3A3A3A4A Note: Delay represented in average seconds per vehicle. Existing Year 2025 Background Year 2025 Background + Project Year 2045 Background Year 2045 Background + Project Table 1 ‐ Peak Hour Intersection Level of Service Summary 23043_LOS FT# 23043 North College 1331 ODP Traffic Impact Study 5/24/2023 AM PM AM PM AM PM AM PM AM PM 1. Mason St & Hibdon Ct Eastbound Left+Through+Right ‐0' 0'0' 0' Westbound Left+Right ‐0' 3' 0' 3'0' 3' Westbound Left+Through+Right ‐25'8'25'8' Northbound Through+Right ‐0' 0' 0' 0'0' 0' Northbound Left+Through+Right ‐3' 0'3' 0' Southbound Left+Through ‐0' 0' 0' 0'0' 0' Southbound Left+Through+Right ‐0'0'0'0' 2. North College Ave & Hibdon Ct Eastbound Left+Through+Right ‐8' 5' 8' 10' 25'15'15' 5' 45'20' Westbound Left+Through+Right ‐0' 0' 0' 0' 0' 0' 0' 0' 0' 0' Northbound Left 100' 3' 3' 3' 3' 5' 5' 3' 5' 8' 5' Northbound Through ‐0' 0' 0' 0'0' 0'0' 0'0' 0' Southbound Through+Right ‐0' 0' 0' 0'0' 0'0' 0'0' 0' 3. Mason St & Hickory St Eastbound Left+Through ‐0' 0' 0' 0' 0' 0' 0' 0' 0' 0' Westbound Through+Right ‐0' 0'0' 0' 0' 0' 0' 0' 0' 0' Southbound Left+Right ‐0' 3' 0' 3'8'10' 0' 3'10'18' 4. North College Ave & Hickory St Eastbound Left 200' 29' 81' 30' 82' 41' 98' 33' 93' 45' 110' Eastbound Right ‐39' 35' 44' 35' 63' 38' 68' 48' 89' 79' Northbound Left 160' 53' 57' 56' 60' 94' 78' 90' 83'166'113' Northbound Through ‐91' 188' 94' 196' 98' 200' 112' 247' 116' 252' Southbound Through ‐153' 140' 158' 145' 162' 148' 195' 178' 198' 182' Southbound Right 90' 12' 12' 13' 12' 13' 12' 16' 15' 16' 15' 101. Hibdon Ct at Access Eastbound Through+Right ‐0' 0'0' 0' Westbound Left+Through ‐3' 3'3' 3' Northbound Left+Right ‐5'5'5'5' 102. Mason St at Rescue Mission Access Eastbound Left+Right ‐0' 0'0' 0' Northbound Left+Through ‐0' 0'0' 0' Southbound Through+Right ‐0'0'0'0' Table 2 - Peak Hour Estimated 95th Percentile Queues Project Intersection Project Intersection Stop‐Control Project Intersection Stop‐Control Ex. Storage Length (ft) Stop‐Control Stop‐Control Stop‐Control Signalized Signalized Project Intersection Stop‐Control Stop‐Control Stop‐Control Stop‐Control Year 2045 Background Year 2045 with Project Stop‐Control Stop‐Control Stop‐Control Intersections and Lane Groups Year 2022 Existing Year 2025 Background Year 2025 with Project Stop‐Control Stop‐Control Stop‐Control Stop‐Control Stop‐Control Project Intersection Project Intersection Stop‐Control Stop‐Control Signalized Signalized Signalized 23043_LOS PROJECT SITE N O R T H C O L L E G E A V E . FORT COLLINS MIDTOWNCOLORADO STATE UNIVERSITY Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE VICINITY MAP NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 1 Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE CONCEPTUAL SITE PLAN NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 2 New Full Movement Access; Side-street stop controlled New Full Movement Access; Side-street stop controlled New Full Movement Access; Side-street stop controlled 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT HICKORY ST. N O R T H C O L L E G E A V E . M A S O N S T . HIBDON CT. Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2022 EXISTING TRAFFIC VOLUMES NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 3 HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . M A S O N S T . HIBDON CT. Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2025 BACKGROUND TRAFFIC VOLUMES NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 4 HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . M A S O N S T . HIBDON CT. Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2045 BACKGROUND TRAFFIC VOLUMES NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 5 25% To/From North via North College Ave. 75% To/From South via North College Ave. HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . M A S O N S T R E E T & SOUT H A C C E S S M A S O N S T . PROJECT SITE HIBDON CT. 10 1 . H I B D O N COU R T A T E A S T ACCESS Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE SITE TRIP DISTRIBUTION - RESCUE MISSION NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 6A HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . M A S O N S T R E E T & SOUT H A C C E S S M A S O N S T . PROJECT SITE HIBDON CT. 10 1 . H I B D O N COU R T A T E A S T ACCESS35% To/From North via North College Ave. 60% To/From South via North College Ave. 5% To/From West via Hickory St. Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE SITE TRIP DISTRIBUTION - EAST LOT NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 6B HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . 1 0 2 . M A S O N S T R E ET & SOUT H A C C E S S M A S O N S T . PROJECT SITE HIBDON CT. 10 1 . H I B D O N COU R T A T E A S T ACCESS Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE SITE-GENERATED TRIP VOLUMES - RESCUE MISSION NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 7A HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . 1 0 2 . M A S O N S T R E ET & SOUT H A C C E S S M A S O N S T . PROJECT SITE HIBDON CT. 10 1 . H I B D O N COU R T A T E A S T ACCESS Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE SITE-GENERATED TRIP VOLUMES - EAST LOT NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 7B HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . 1 0 2 . M A S O N S T R E ET & SOUT H A C C E S S M A S O N S T . PROJECT SITE 10 1 . H I B D O N COU R T A T E A S T ACCESS HIBDON CT. Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2025 BACKGROUND + SITE-GENERATED TRAFFIC VOLUMES NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 8 HICKORY ST. 1 . MASON S T R E E T & H I B D O N COURT 4 . NORTH C O L L E G E A V E & H I CKORY STREET 3 . MASON S T R E E T & H I C K O R Y STREET 2 . NORTH C O L L E G E A V E & H I BDON COURT N O R T H C O L L E G E A V E . 1 0 2 . M A S O N S T R E ET & SOUT H A C C E S S M A S O N S T . PROJECT SITE 10 1 . H I B D O N COU R T A T E A S T ACCESS HIBDON CT. Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE YEAR 2045 BACKGROUND + SITE-GENERATED TRAFFIC VOLUMES NORTH COLLEGE 1311 ODP TRAFFIC IMPACT STUDY - FORT COLLINS, CO 23043 NTS 5/24/2023 CAF 9 North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Appendix: Transportation Impact Study Base Assumptions Form Level of Service Definitions Existing Traffic Data Intersection Capacity Worksheets North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Transportation Impact Study Base Assumptions Form Chapter 4 – Attachments Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Page 4-35 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment A Transportation Impact Study Base Assumptions Project Information Project Name Project Location TIS Assumptions Type of Study Full: Intermediate: MTIS: Memo: Study Area Boundaries North: South: East: West: Study Years Short Range: Long Range: Future Traffic Growth Rate Study Intersections 1. All access drives 5. 2. 6. 3. 7. 4. 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: Trip Generation Rates Trip Adjustment Factors Passby: Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Design Vehicle Information Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study Date: Traffic Engineer: Local Entity Engineer: Fort Collins Rescue Mission Parcel west and south of the Mason Street & Hibdon Ct. Intersection X Hibdon Ct.Hickory St. North College Ave.Mason St. 2025 N/A Mason St. & Hibdon Ct. N. College Ave. & Hibdon Ct. Mason St. & Hickory St. N. College Ave. & Hickory St. Trip generation rates based on similar sized facility with similar services and shifts. Propose 33 trips AM Peak, 26 Trips PM Peak N/A N/A None. Multimodal activity associated with users of facility. To be determined during development review process. Current analysis using a 1% growth factor and projected trips associated with site does not warrant specific turn lanes along North College. No multi-modal adjustments since trip generation is based on people who drive to the location. Anticipating typical passenger vehicles for trips associated with staff and volunteers. 1% growth (per 11/30/22 discussion and CDOT OTIS data) Steven Gilchrist 01/04/2023 01/05/2023 Chapter 4 – Attachments Page 4-36 Larimer County Urban Area Street Standards – Repealed and Reenacted August 1, 2021 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment B Transportation Impact Study Pedestrian Analysis Worksheet DESTINATION Or i g i n ( p r o j e c t l a n d u s e ) Rec. Res. Inst. Ofc/Bus. Com. Ind. Other (Specify) Recreation 1) Residential Institution (school, church, civic) Office/Business Commercial Industrial Other (specify) INSTRUCTIONS: Identify the pedestrian destinations within 1320’ (1.5 miles for schools) of the project boundary in the spaces above. The pedestrian Level of Service for the facility/corridor linking these destinations to the project site will be based on the directness, continuity, types of street crossings, walkway surface condition, visual interest/amenity, and security of the selected route(s). 12 Dwelling units or more. Ft. Collins Rescue Mission See Attached Spreadsheet Transportation Impact Study Pedestrian Analysis Worksheet Recreation Residential Inst. Ofc/Bus. Com. Ind. Other Recreation Residential Institution Office/Business Commercial Industrial Other (Fort Collins Rescue Mission Hickory Trail, Soft Gold Park, Salyer Natural Area North College Mobile Home Park, Revive, Hickory Village, Stonecrest Mobile Home Park, single family home adjacent to site. Food Bank for Larimer County* Various auto oriented repair services Various Businesses off North College, JAX, banks, the Lyric, touches Country Club Corners Development** Rocky Mountain Recycling, Valley Steel and Wire, Several North College Hotels fall within the 1320' radius. *Other services, including Larimer County Services off Willox, the Murphy Center, Homeward Alliance, the Health District Family Dental Clinic, WIC, and Salud are near the site but outside the 1320' radius. ** North College Marketplace near the development but outside the 1320' radius. Proposed location for new Ft. Collins Rescue Mission campus FT #22099 Fort Collins Rescue Mission Traffic Impact Study 12/19/2022 Users of Facility Unit Rate Total In Out Rate Total In Out Rate Total In Out Employees (16 total) People 1.00 68 34 34 23 16 7 16 0 16 Volunteers/Interns (10 Total)People 1.00 44 22 22 10 10 0 10 0 10 Visitors* People1.00 201010 000 000 Deliveries* People1.00 422 000 000 Partner Organization Visitors*People1.00 1055 000 000 Patrons * People0.00 000 000 000 Total New Trips 146 73 73 33 26 7 26 0 26 Source: Data from Denver Rescue Mission facilities of similar siz and operations. * Trips not included as they do not occur during the Peak Hours Table 3 - Trip Generation Summary Non-Auto Factor Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips 22099 Volumes - Trip Gen 25% To/From North via North College Ave. 75% To/From South via North College Ave. M A SON ST R E E T & S O U T H E R N ACCESS N O RTH CO L L E G E A V E & H I C K ORY STREET M A S ON ST R E E T & H I C K O R Y STREET HIBDON CT. N O R T H C O L L E G E A V E . HICKORY ST. N ORTH COLL E G E A V E & H I B DON COURT M A S O N S T . PROJECT SITE M A S ON ST R E E T & H I B D O N COURT Original ScaleProject #Date Drawn by Figure # T r a n s p o r o puG rnoiatt FOX TUTTLE SITE TRIP DISTRIBUTION FORT COLLINS RESCUE MISSION TRAFFIC ANALYSIS STUDY - FORT COLLINS, CO 22099 NTS 12/19/22 JKL 6 North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Level of Service Definitions LEVEL OF SERVICE DEFINITIONS In rating roadway and intersection operating conditions with existing or future traffic volumes, “Levels of Service” (LOS) A through F are used, with LOS A indicating very good operation and LOS F indicating poor operation. Levels of service at signalized and unsignalized intersections are closely associated with vehicle delays experienced in seconds per vehicle. More complete level of service definitions and delay data for signal and stop sign controlled intersections are contained in the following table for reference. Level of Service Rating Delay in seconds per vehicle (a) Definition Signalized Unsignalized A 0.0 to 10.0 0.0 to 10.0 Low vehicular traffic volumes; primarily free flow operations. Density is low and vehicles can freely maneuver within the traffic stream. Drivers are able to maintain their desired speeds with little or no delay. B 10.1 to 20.0 10.1 to 15.0 Stable vehicular traffic volume flow with potential for some restriction of operating speeds due to traffic conditions. Vehicle maneuvering is only slightly restricted. The stopped delays are not bothersome and drivers are not subject to appreciable tension. C 20.1 to 35.0 15.1 to 25.0 Stable traffic operations, however the ability for vehicles to maneuver is more restricted by the increase in traffic volumes. Relatively satisfactory operating speeds prevail, but adverse signal coordination or longer vehicle queues cause delays along the corridor. D 35.1 to 55.0 25.1 to 35.0 Approaching unstable vehicular traffic flow where small increases in volume could cause substantial delays. Most drivers are restricted in ability to maneuver and selection of travel speeds due to congestion. Driver comfort and convenience are low, but tolerable. E 55.1 to 80.0 35.1 to 50.0 Traffic operations characterized by significant approach delays and average travel speeds of one-half to one-third the free flow speed. Vehicular flow is unstable and there is potential for stoppages of brief duration. High signal density, extensive vehicle queuing, or corridor signal progression/timing are the typical causes of vehicle delays at signalized corridors. F > 80.0 > 50.0 Forced vehicular traffic flow and operations with high approach delays at critical intersections. Vehicle speeds are reduced substantially, and stoppages may occur for short or long periods of time because of downstream congestion. (a) Delay ranges based on Highway Capacity Manual (6th Edition, 2016) criteria. North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Existing Traffic Data www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 00002000 0 0 Peak Hr 0 2 0 0 2 0 2 2 3 0 5 0 0Count Total 0 3 0 0 3 0 0 0 00030308:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 EB WB NB SB Total East 7:45 AM 0 0 0 0 0 0 2 0 --0%HV%----- 0 0 7:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 0 West North South 7:00 AM 0 0 0 2 0 1 1 0 0 0002000 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%----50%100%-- Peak Hour All 0 0 0 0 0 0 1 1 0 0 0 0 0 2 0000000 0 4 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 3 0 0 0 0 5 0 0 2000000000000 0 0 0 0 4 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 4 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0020000 0 0 0 0 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 2 3 8:00 AM 0 0 0 0 0 0 0 1 1 0 0 0 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0010000 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start n/a Hibdon Ct Mason St Mason St 15-min TotalUTLTTHRT SB -- TOTAL 50.0%0.50 TH RTUTLTTHRTUTLT WB 100.0%0.25 NB 0.0%0.25 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB -- Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AMN Mason St Hibdon Ct Hibdon Ct Ma s o n S t Ma s o n S t 4TEV: 0.5PHF: 0 0 0 1 0 0 2 2 10 11 22 0 0 0 00 0 2 0 0 0 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 2 0000000Peak Hour 0 0 0 2 0 3 0 0 0 5 0Count Total 0 0 0 2 0 0 0 0 3030003 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 2 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 2 0 Interval Start n/a Hibdon Ct Mason St Mason St 15-min Total Rolling One HourEastbound 0 0 0 0 0 0020000 0 0 0 3 0 Peak Hour 0 0 0 0 0 0 0 0 0 0Count Total 0 0 0 0 0 3 0 0 2000000000000 0 0 0 0 2 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0020000 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0010000 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start n/a Hibdon Ct Mason St Mason St 15-min Total Rolling One HourEastboundWestbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 0 0 0 0 0 00113000 0 0 Peak Hr 0 2 0 1 3 0 1 1 1 1 3 0 0Count Total 0 2 0 1 3 0 0 0 00000005:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 EB WB NB SB Total East 4:45 PM 0 0 0 0 0 1 1 0 ---HV%----- 0 0 4:15 PM 0 1 0 0 1 0 0 1 0 0 1 0 0 West North South 4:00 PM 0 1 0 0 0 0 7 0 3 40012060 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0%-0%25%-9%0%-33% Peak Hour All 0 0 0 10 0 0 1 7 0 0 0 1 0 3 0020000 0 32 0 HV 0 0 0 0 0 Count Total 0 0 0 0 0 16 0 4 7 0 45 0 3 13100000010100 0 1 0 3 19 5:45 PM 0 0 0 0 1 0 0 0 0 0 5 27 5:30 PM 0 0 0 0 0 1 0 0 0 0 1 2 0000200 0 0 0 2 29 5:15 PM 0 0 0 0 0 0 0 0 0 0 9 32 5:00 PM 0 0 0 0 0 2 0 0 2 0 1 0 0060000 2 2 0 11 0 4:45 PM 0 0 0 0 2 0 0 0 2 0 7 0 4:30 PM 0 0 0 0 0 3 0 0 0 0 0 1 0030300 0 1 0 5 0 4:15 PM 0 0 0 0 1 0 0 0 3 04:00 PM 0 0 0 0 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start n/a Hibdon Ct Mason St Mason St 15-min TotalUTLTTHRT SB 14.3%0.44 TOTAL 9.4%0.73 TH RTUTLTTHRTUTLT WB 11.1%0.75 NB 0.0%0.58 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB -- Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PMN Mason St Hibdon Ct Hibdon Ct Ma s o n S t Ma s o n S t 32TEV: 0.73PHF: 4 3 7 6 0 6 12 18 100 70 716 0 1 0 01 0 1 0 0 0 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 3 0001001Peak Hour 0 0 0 1 0 0 0 1 0 3 0Count Total 0 0 0 1 0 0 0 1 0000000 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 2 3 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 1 Westbound Northbound Southbound LT TH RT LT TH RT LT 3 0 Interval Start n/a Hibdon Ct Mason St Mason St 15-min Total Rolling One HourEastbound 0 0 0 0 1 0000200 0 1 0 3 0 Peak Hour 0 0 0 0 2 0 0 0 0 0Count Total 0 0 0 0 0 0 0 0 0000000000000 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0000100 0 1 0 2 0 4:15 PM 0 0 0 0 1 0 0 0 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start n/a Hibdon Ct Mason St Mason St 15-min Total Rolling One HourEastboundWestbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 2 3 1 0 1 2 4 7 20 40000040 1 0 Peak Hour 3 0 48 66 117 0 0 0 1 2 3 5 14Count Total 5 0 102 119 226 0 4 1 00010128:45 AM 0 0 10 20 30 0 0 2 2 0 0 0 8:30 AM 2 0 14 14 30 0 0 0 0 0 0 0 2 0 0 0 8:15 AM 1 0 16 18 35 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 0 0 8 21 29 0 0 0 0 0 0 0 1 0 0 0 7:30 AM 1 0 13 12 26 0 0 0 0 2 2 0 3 0 15 26 0 EB WB NB SB Total East 7:45 AM 1 0 11 15 27 0 0 0 0%9%9%HV%-25%0%29%- 0 0 7:15 AM 0 0 19 4 23 0 0 0 0 0 0 1 1 West North South 7:00 AM 0 0 11 0 11 514 0 0 0 866700003 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ---7%33%8%--- Peak Hour All 0 4 1 1 4 16 963 0 1 0 0 63 3 117 00001470 9 1,415 0 HV 0 1 0 2 0 Count Total 0 8 2 10 0 1 0 0 1,567 19 2,592 0 346 1,3081390101964010102 0 188 2 316 1,384 8:45 AM 0 1 1 0 0 1 1 120 0 0 353 1,415 8:30 AM 0 2 0 2 0 0 0 139 0 0 0 205 3000002 0 160 1 293 1,352 8:15 AM 0 0 1 3 0 1 5 123 0 0 422 1,284 8:00 AM 0 1 0 2 0 0 0 140 0 0 0 271 2000024 0 230 3 347 0 7:45 AM 0 1 0 2 0 0 0 112 0 0 290 0 7:30 AM 0 2 0 0 0 0 0 104 0 0 0 182 1000001 0 135 3 225 0 7:15 AM 0 1 0 1 0 0 1 86 0 07:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Hibdon Ct Driveway College Ave College Ave 15-min TotalUTLTTHRT Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AM SB 7.5%0.80 TOTAL 8.3%0.84 TH RT WB -- NB 9.1%0.90 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 25.0%0.75 0 0 0 0 0 0 000 0 0 0 0 0 4 0 N College Ave Hibdon Ct Driveway Co l l e g e A v e Hibdon Ct Co l l e g e A v e 1,415TEV: 0.84PHF: 9 86 6 0 87 5 51 8 0 0 0 0 0 10 0 51 411 52 8 87 6 3 7 1 4 12 20 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 0000000 3 02010 0 0 0 0 Peak Hour 0 0Count Total 0 110010000 0 0 8:45 AM 0 0 0 0 0 8:30 AM 0000000 0 2 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 0000 0 0 7:45 AM 0 0 0 0 0 7:30 AM 20002007:15 AM 0 0 0 0 0 0 0 07:00 AM RT 117 0 Interval Start Hibdon Ct Driveway College Ave College Ave 15-min Total Rolling One Hour 47 0 0 0 63 3000001 RTTHLT RTTHLTRT 0 115 4 226 0 Peak Hour 0 1 0 2 0 0 2 100 0 0Count Total 0 1 0 4 0 0 0 30 12410000200000000 0 14 0 30 121 8:45 AM 0 0 0 0 0 0 1 13 0 0 35 117 8:30 AM 0 0 0 2 0 0 0 15 0 0 0 16 2000001 0 21 0 29 105 8:15 AM 0 0 0 1 0 0 0 8 0 0 27 102 8:00 AM 0 0 0 0 0 0 0 11 0 0 0 14 1000000 0 12 0 26 0 7:45 AM 0 0 0 1 0 0 0 13 0 0 23 0 7:30 AM 0 1 0 0 0 0 0 19 0 0 0 3 1000000 0 15 0 26 0 7:15 AM 0 0 0 0 0 0 0 11 0 0 TH RT 7:00 AM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Hibdon Ct Driveway College Ave College Ave 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 9 2 4 2 3 2 3 8 33 110224470 1 4 Peak Hour 0 0 38 42 80 0 0 0 2 2 4 7 21Count Total 0 0 82 81 163 0 4 0 40000005:45 PM 0 0 2 5 7 0 0 1 2 0 0 0 5:30 PM 0 0 13 10 23 0 0 0 0 0 0 1 1 0 0 0 5:15 PM 0 0 7 11 18 0 0 0 0 1 1 0 3 2 0 0 5:00 PM 0 0 4 6 10 0 0 0 1 0 1 0 2 0 0 0 4:30 PM 0 0 13 11 24 0 0 0 1 0 1 2 0 0 13 35 0 EB WB NB SB Total East 4:45 PM 0 0 7 14 21 1 1 2 0%4%4%HV%-0%-0%- 1 0 4:15 PM 0 0 14 11 25 0 0 0 0 0 0 1 7 West North South 4:00 PM 0 0 22 0 25 1,054 0 2 1 8281000012 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total -0%0%5%0%4%--0% Peak Hour All 0 5 0 1 7 43 2,034 1 2 0 0 42 0 80 00001370 15 1,943 0 HV 0 0 0 0 0 Count Total 0 11 0 22 0 0 0 1 1,586 27 3,735 0 383 1,8042061001653000002 0 200 4 475 1,915 5:45 PM 0 2 0 4 0 1 5 261 0 0 470 1,934 5:30 PM 0 1 0 3 0 0 0 263 0 0 0 196 2000024 0 197 2 476 1,943 5:15 PM 0 1 0 2 0 0 8 267 0 0 494 1,931 5:00 PM 0 0 0 2 0 0 0 259 0 2 0 221 3000102 1 211 4 494 0 4:45 PM 0 2 0 4 0 0 7 266 0 0 479 0 4:30 PM 0 1 0 4 0 0 0 262 0 0 0 199 6000028 0 197 3 464 0 4:15 PM 0 2 0 0 0 2 7 250 0 04:00 PM 0 2 0 3 0 0 0 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Hibdon Ct Driveway College Ave College Ave 15-min TotalUTLTTHRT Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PM SB 5.0%0.94 TOTAL 4.1%0.98 TH RT WB 0.0%0.25 NB 3.5%0.98 Peak Hour: 4:15 PM 5:15 PM HV %:PHF EB 0.0%0.63 0 0 0 0 1 1 020 0 0 0 0 0 7 4 N College Ave Hibdon Ct Driveway Co l l e g e A v e Hibdon Ct Co l l e g e A v e 1,943TEV: 0.98PHF: 15 82 8 1 84 6 1, 0 6 2 2 1 0 0 1 10 0 1, 0 5 4 25 1, 0 8 1 84 0 2 10 0 5 15 40 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 1 0 0 0 0 1 0 0 0 0 0 0 0 0 000 0 0 0 000 0 0 0 0000 0 0 0 00 0 THLT 00000000 0 00 0 0 0 0 0 0 0 0 0 THLT 4011002 4 00020 0 0 0 0 Peak Hour 1 1Count Total 0 100000000 0 2 5:45 PM 0 0 0 0 3 5:30 PM 0000000 1 4 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 1001 1 0 4:45 PM 0 0 0 0 0 4:30 PM 10000014:15 PM 0 0 0 0 0 0 0 04:00 PM RT 80 0 Interval Start Hibdon Ct Driveway College Ave College Ave 15-min Total Rolling One Hour 37 0 0 0 42 0000001 RTTHLT RTTHLTRT 0 81 0 163 0 Peak Hour 0 0 0 0 0 0 2 80 0 0Count Total 0 0 0 0 0 0 0 7 58200050000000 0 10 0 23 72 5:45 PM 0 0 0 0 0 0 0 13 0 0 18 73 5:30 PM 0 0 0 0 0 0 0 7 0 0 0 11 0000000 0 6 0 10 80 5:15 PM 0 0 0 0 0 0 0 4 0 0 21 105 5:00 PM 0 0 0 0 0 0 0 7 0 0 0 14 0000000 0 11 0 24 0 4:45 PM 0 0 0 0 0 0 0 13 0 0 25 0 4:30 PM 0 0 0 0 0 0 0 13 0 0 0 11 0000001 0 13 0 35 0 4:15 PM 0 0 0 0 0 0 1 21 0 0 TH RT 4:00 PM 0 0 0 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Hibdon Ct Driveway College Ave College Ave 15-min Total Rolling One HourEastboundWestbound SouthboundNorthboundWestboundEastbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 0 1 1 1 1 0 1 6 30000003 6 0 Peak Hr 4 5 0 3 12 0 0 1 0 2 7 0 0Count Total 9 7 0 4 20 4 0 1 04000408:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 3 2 0 0 5 0 0 0 0 0 0 0 0 1 1 0 8:15 AM 1 2 0 2 5 0 0 0 0 0 0 0 0 0 1 0 8:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 0 0 7:30 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 0 3 0 EB WB NB SB Total East 7:45 AM 0 1 0 0 1 2 2 0 ---HV%-0%3%-- 1 0 7:15 AM 2 1 0 1 4 0 1 0 0 0 0 0 0 West North South 7:00 AM 2 1 0 0 0 0 0 0 5 000012710 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --20%-100%4%-3%100% Peak Hour All 0 1 136 1 0 0 0 0 0 0 1 0 2 12 0410000 2 272 0 HV 0 0 4 0 0 Count Total 0 1 238 0 1 0 211 6 0 3 461 0 50 2520000001023000 1 0 0 78 272 8:45 AM 0 0 26 0 0 0 0 0 0 0 58 254 8:30 AM 0 0 53 0 0 0 24 0 0 0 0 0 20024000 2 0 0 66 240 8:15 AM 0 0 32 0 0 0 0 0 0 0 70 209 8:00 AM 0 0 24 0 0 0 40 0 0 0 2 0 00039100 0 0 0 60 0 7:45 AM 0 1 27 0 0 0 0 0 0 0 44 0 7:30 AM 0 0 33 0 0 0 27 0 0 0 1 0 10020000 0 0 0 35 0 7:15 AM 0 0 22 0 0 0 0 0 0 07:00 AM 0 0 21 0 0 0 14 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Hickory St Hickory St N/A Mason St 15-min TotalUTLTTHRT SB 42.9%0.88 TOTAL 4.4%0.87 TH RTUTLTTHRTUTLT WB 3.9%0.80 NB -- Peak Hour: 7:45 AM 8:45 AM HV %:PHF EB 2.9%0.65 Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AM 0 0 0 0 0 0 3 0 0 0 N Mason St Hickory St Hickory St Ma s o n S t Hickory St 272TEV: 0.87PHF: 2 5 7 2 0 1 127 128 1410 136 1137 129 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 2 7 0Count Total 3 1 0 0 1 0 0 0 4000004 0 0 8:45 AM 3 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 3 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 1 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 12 0 Interval Start Hickory St Hickory St N/A Mason St 15-min Total Rolling One HourEastbound 0 0 0 1 0 2004100 1 0 3 20 0 Peak Hour 0 0 4 0 1 0 0 0 0 0Count Total 0 0 9 0 0 0 6 0 11000000000000 0 0 0 5 12 8:45 AM 0 0 0 0 0 0 0 0 0 0 5 8 8:30 AM 0 0 3 0 0 0 2 0 0 0 0 0 2002000 1 0 0 1 7 8:15 AM 0 0 1 0 0 0 0 0 0 0 1 9 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0000100 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 7:30 AM 0 0 1 0 0 0 0 0 0 0 0 0 1001000 0 0 0 3 0 7:15 AM 0 0 2 0 0 0 0 0 0 0 TH RT 7:00 AM 0 0 2 0 0 0 1 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Hickory St Hickory St N/A Mason St 15-min Total Rolling One HourEastboundWestbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 2 1 1 1 0 7 2 14 31025101 3 1 Peak Hr 3 3 0 0 6 3 0 1 0 2 9 10 0Count Total 5 3 0 2 10 6 0 0 00100125:45 PM 0 0 0 0 0 0 2 6 0 1 0 0 5:30 PM 0 0 0 0 0 2 0 0 0 1 1 0 0 0 1 0 5:15 PM 1 1 0 0 2 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 1 0 0 0 1 1 0 0 1 0 4:30 PM 1 1 0 0 2 2 0 0 0 0 1 1 0 1 2 4 0 EB WB NB SB Total East 4:45 PM 1 1 0 0 2 1 3 0 ---HV%-0%2%-0% 0 0 4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 West North South 4:00 PM 2 0 0 0 0 0 0 0 11 0010142100 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total --0%-0%2%-2%0% Peak Hour All 0 1 167 18 0 0 0 0 0 0 0 0 0 6 0300000 2 334 0 HV 0 0 3 0 0 Count Total 0 3 272 0 1 0 294 19 0 6 613 0 62 2810001010037100 2 0 0 55 310 5:45 PM 0 0 22 0 2 0 0 0 0 0 85 334 5:30 PM 0 0 19 0 0 0 32 0 0 0 1 0 01039000 3 0 0 79 321 5:15 PM 0 0 44 0 2 0 0 0 0 0 91 332 5:00 PM 0 0 45 0 0 0 29 0 0 0 2 0 20038600 5 0 0 79 0 4:45 PM 0 0 43 0 2 0 0 0 0 0 72 0 4:30 PM 0 1 35 0 0 0 36 0 0 0 4 0 20040200 1 0 1 90 0 4:15 PM 0 0 24 0 3 0 0 0 0 04:00 PM 0 2 40 0 0 0 43 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Hickory St Hickory St N/A Mason St 15-min TotalUTLTTHRT SB 0.0%0.65 TOTAL 1.8%0.92 TH RTUTLTTHRTUTLT WB 2.0%0.87 NB -- Peak Hour: 4:30 PM 5:30 PM HV %:PHF EB 1.8%0.93 Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PM 2 1 2 0 0 0 1 1 0 1 N Mason St Hickory St Hickory St Ma s o n S t Hickory St 334TEV: 0.92PHF: 2 11 13 11 0 10 142 153 1791 167 1168 144 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 2 5 0000000Peak Hour 1 2 0 0 0 0 0 0 2 9 0Count Total 1 5 0 0 1 0 0 0 4000001 2 4 5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 1 5 5:30 PM 0 2 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 5 5 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 0 4:45 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 4:30 PM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 1 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 6 0 Interval Start Hickory St Hickory St N/A Mason St 15-min Total Rolling One HourEastbound 0 0 0 0 0 0003000 1 0 1 10 0 Peak Hour 0 0 3 0 0 0 0 0 0 0Count Total 0 0 5 0 0 0 3 0 2000000000000 0 0 0 0 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 2 6 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 0 0 0 0 4 5:15 PM 0 0 1 0 0 0 0 0 0 0 2 8 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0001000 0 0 0 2 0 4:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 1 0 0 0 1 0 0 0 0 0 0000000 1 0 1 4 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 TH RT 4:00 PM 0 0 2 0 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Hickory St Hickory St N/A Mason St 15-min Total Rolling One HourEastboundWestbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 2 0 0 1 5 4 4 16 60000222 2 0 Peak Hr 3 0 52 62 117 0 0 0 0 0 1 4 10Count Total 10 0 107 117 234 1 4 0 01000108:45 AM 0 0 8 21 29 0 0 2 2 0 0 0 8:30 AM 3 0 18 17 38 0 0 0 0 0 0 2 1 2 0 0 8:15 AM 1 0 18 17 36 0 0 0 0 0 0 0 1 0 0 0 8:00 AM 1 0 7 20 28 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 1 0 14 11 26 0 0 0 0 0 0 0 2 0 14 28 0 EB WB NB SB Total East 7:45 AM 0 0 13 14 27 0 0 0 0%2%10%HV%-0%-3%- 0 0 7:15 AM 2 0 17 3 22 0 0 0 0 0 0 0 0 West North South 7:00 AM 2 0 12 0 85 512 0 0 0 8099100001 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total ---8%0%7%--- Peak Hour All 0 25 0 0 2 141 940 0 0 0 0 62 0 117 00002500 50 1,573 0 HV 0 0 0 3 0 Count Total 0 53 0 186 0 0 0 0 1,468 88 2,878 0 370 1,467138000179130000012 0 183 8 384 1,563 8:45 AM 0 6 0 22 0 1 21 117 0 0 384 1,573 8:30 AM 0 15 0 39 0 0 0 136 0 0 0 197 70000015 0 143 17 329 1,505 8:15 AM 0 6 0 23 0 0 22 122 0 0 466 1,411 8:00 AM 0 6 0 19 0 0 0 138 0 0 0 254 130000132 0 215 13 394 0 7:45 AM 0 8 0 20 0 0 16 116 0 0 316 0 7:30 AM 0 5 0 29 0 0 0 98 0 0 0 172 100000015 0 125 7 235 0 7:15 AM 0 4 0 17 0 0 8 75 0 07:00 AM 0 3 0 17 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Hickory St N/A College Ave College Ave 15-min TotalUTLTTHRT SB 7.2%0.80 TOTAL 7.4%0.84 TH RTUTLTTHRTUTLT WB -- NB 8.7%0.87 Peak Hour: 7:30 AM 8:30 AM HV %:PHF EB 2.6%0.85 Date: 12/07/2022 Peak Hour Count Period: 7:00 AM 9:00 AM 0 0 0 0 00 2 0 2 2 N College Ave Hickory St Co l l e g e A v e Co l l e g e A v e Hickory St 1,573TEV: 0.84PHF: 50 80 9 85 9 53 7 0 51 285 59 8 90 1 1 91 25116 135 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 0 0000000Peak Hour 0 0 0 0 0 0 0 0 0 1 0Count Total 1 0 0 0 0 0 0 0 1000001 0 0 8:45 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 7:00 AM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 117 0 Interval Start Hickory St N/A College Ave College Ave 15-min Total Rolling One HourEastbound 50 0 0 0 62 0000002 0 116 1 234 0 Peak Hour 0 0 0 3 0 0 6 101 0 0Count Total 0 2 0 8 0 0 0 29 1318000210000000 0 17 0 38 129 8:45 AM 0 0 0 0 0 0 3 15 0 0 36 117 8:30 AM 0 1 0 2 0 0 0 16 0 0 0 17 0000002 0 20 0 28 103 8:15 AM 0 0 0 1 0 0 0 7 0 0 27 103 8:00 AM 0 0 0 1 0 0 0 13 0 0 0 14 0000000 0 11 0 26 0 7:45 AM 0 0 0 0 0 0 0 14 0 0 22 0 7:30 AM 0 0 0 1 0 0 0 16 0 0 0 3 0000001 0 13 1 28 0 7:15 AM 0 1 0 1 0 0 0 12 0 0 TH RT 7:00 AM 0 0 0 2 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Hickory St N/A College Ave College Ave 15-min Total Rolling One HourEastboundWestbound Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 6 3 4 1 8 3 2 0 27 140011590 4 0 Peak Hr 5 0 58 49 112 0 0 0 0 1 1 8 15Count Total 6 0 87 80 173 0 0 0 00000005:45 PM 0 0 2 5 7 0 0 0 1 1 0 0 5:30 PM 0 0 13 11 24 0 0 0 0 0 0 2 1 0 3 0 5:15 PM 1 0 9 8 18 0 0 0 0 0 0 1 4 1 0 0 5:00 PM 0 0 5 7 12 0 0 0 0 0 0 0 1 0 0 0 4:30 PM 1 0 12 13 26 0 0 0 0 0 0 2 1 0 13 38 0 EB WB NB SB Total East 4:45 PM 1 0 9 13 23 1 1 3 0%3%5%HV%-2%-4%- 0 0 4:15 PM 0 0 15 10 25 0 0 0 0 0 0 0 6 West North South 4:00 PM 3 0 22 0 114 1,048 0 2 0 7919700003 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total -0%-6%0%5%--- Peak Hour All 0 66 0 0 9 224 2,008 0 3 0 0 49 0 112 00003550 54 2,175 0 HV 0 1 0 4 0 Count Total 0 113 0 198 0 0 0 0 1,524 103 4,182 0 441 2,00721700016190000130 0 193 15 503 2,125 5:45 PM 0 4 0 19 0 1 23 245 0 0 540 2,171 5:30 PM 0 14 0 12 0 0 0 246 0 0 0 198 140000230 0 181 11 523 2,158 5:15 PM 0 17 0 33 0 2 27 252 0 1 559 2,175 5:00 PM 0 12 0 37 0 0 0 247 0 0 0 220 100000229 0 201 15 549 0 4:45 PM 0 20 0 31 0 0 25 269 0 0 527 0 4:30 PM 0 14 0 25 0 0 0 266 0 0 0 188 130000027 0 182 16 540 0 4:15 PM 0 20 0 13 0 1 33 266 0 24:00 PM 0 12 0 28 0 0 0 Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Interval Start Hickory St N/A College Ave College Ave 15-min TotalUTLTTHRT SB 5.8%0.92 TOTAL 5.1%0.97 TH RTUTLTTHRTUTLT WB -- NB 5.0%0.97 Peak Hour: 4:00 PM 5:00 PM HV %:PHF EB 3.1%0.80 Date: 12/07/2022 Peak Hour Count Period: 4:00 PM 6:00 PM 0 0 0 1 00 0 0 9 5 N College Ave Hickory St Co l l e g e A v e Co l l e g e A v e Hickory St 2,175TEV: 0.97PHF: 54 79 1 84 7 1, 1 1 6 2 1, 0 4 8 11 4 1, 1 6 5 89 1 3 97 66163 168 0 Garrett Strang 720-646-1008 garrett.strang@idax.com www.idaxdata.com Two-Hour Count Summaries - Heavy Vehicles Two-Hour Count Summaries - Bikes Note: U-Turn volumes for bikes are included in Left-Turn, if any. 0 1 0000001Peak Hour 0 0 0 0 0 0 0 1 0 1 0Count Total 0 0 0 0 0 0 0 0 0000000 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 0 0 0 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 TH RT LT TH RT 4:00 PM 0 0 0 0 Westbound Northbound Southbound LT TH RT LT TH RT LT 112 0 Interval Start Hickory St N/A College Ave College Ave 15-min Total Rolling One HourEastbound 55 0 0 0 49 0000003 0 79 1 173 0 Peak Hour 0 1 0 4 0 0 5 82 0 0Count Total 0 1 0 5 0 0 0 7 61200050000000 0 11 0 24 77 5:45 PM 0 0 0 0 0 0 1 12 0 0 18 79 5:30 PM 0 0 0 0 0 0 0 8 0 0 0 7 1000001 0 7 0 12 86 5:15 PM 0 0 0 1 0 0 0 5 0 0 23 112 5:00 PM 0 0 0 0 0 0 0 8 0 0 0 13 0000001 0 13 0 26 0 4:45 PM 0 0 0 1 0 0 1 11 0 0 25 0 4:30 PM 0 1 0 0 0 0 0 14 0 0 0 10 0000001 0 13 0 38 0 4:15 PM 0 0 0 0 0 0 0 22 0 0 TH RT 4:00 PM 0 0 0 3 0 0 0 UT LT TH RT UT LT Northbound Southbound UT LT TH RT UT LT TH RT Interval Start Hickory St N/A College Ave College Ave 15-min Total Rolling One HourEastboundWestbound Garrett Strang 720-646-1008 garrett.strang@idax.com North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Intersection Capacity Worksheets: 2022 Existing HCM 6th TWSC 1: Mason St & Hibdon Ct 05/24/2023 2022 Existing - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 4.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 01100 Future Vol, veh/h 2 01100 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 25 25 25 92 92 Heavy Vehicles, % 100 100 0022 Mvmt Flow 8 04400 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 7 60080 Stage 1 6 ----- Stage 2 1 ----- Critical Hdwy 7.4 7.2 - - 4.12 - Critical Hdwy Stg 1 6.4 ----- Critical Hdwy Stg 2 6.4 ----- Follow-up Hdwy 4.4 4.2 - - 2.218 - Pot Cap-1 Maneuver 810 850 - - 1612 - Stage 1 812 ----- Stage 2 817 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 810 850 - - 1612 - Mov Cap-2 Maneuver 810 ----- Stage 1 812 ----- Stage 2 817 ----- Approach WB NB SB HCM Control Delay, s 9.5 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 810 1612 - HCM Lane V/C Ratio - - 0.01 - - HCM Control Delay (s) - - 9.5 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 2: North College Ave & Hibdon Ct 05/24/2023 2022 Existing - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 1700014514008669 Future Vol, veh/h 4 1700014514008669 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 25 25 25 90 90 90 80 80 80 Heavy Vehicles, % 25 25 25 000999888 Mvmt Flow 5 1900016571001083 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1411 1696 551 1145 1701 286 1098 0 0 - - 0 Stage 1 1093 1093 - 603 603 ------- Stage 2 318 603 - 542 1098 ------- Critical Hdwy 8 7 7.4 7.5 6.5 6.9 4.28 ----- Critical Hdwy Stg 1 7 6 - 6.5 5.5 ------- Critical Hdwy Stg 2 7 6 - 6.5 5.5 ------- Follow-up Hdwy 3.75 4.25 3.55 3.5 4 3.3 2.29 ----- Pot Cap-1 Maneuver *125 93 423 258 114 *888 592 - - 0 - - Stage 1 *192 244 - 774 692 ----0-- Stage 2 *782 647 - 497 291 ----0-- Platoon blocked, % 1 1 1 1 1 - - - - Mov Cap-1 Maneuver *122 90 421 244 111 *888 590 ----- Mov Cap-2 Maneuver *122 90 - 244 111 ------- Stage 1 *186 243 - 753 673 ------- Stage 2 *761 629 - 483 290 ------- Approach EB WB NB SB HCM Control Delay, s 24.8 0 0.3 0 HCM LOS C A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h)590 - - 198 - - - HCM Lane V/C Ratio 0.026 - - 0.081 - - - HCM Control Delay (s) 11.3 - - 24.8 0 - - HCM Lane LOS B - - C A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/24/2023 2022 Existing - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 136 127 1 5 2 Future Vol, veh/h 1 136 127 1 5 2 Conflicting Peds, #/hr 3 00300 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 65 65 80 80 88 88 Heavy Vehicles, % 3 3 4 4 43 43 Mvmt Flow 2 209 159 1 6 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 163 0 - 0 376 163 Stage 1 - - - - 163 - Stage 2 - - - - 213 - Critical Hdwy 4.13 - - - 6.83 6.63 Critical Hdwy Stg 1 - - - - 5.83 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy 2.227 - - - 3.887 3.687 Pot Cap-1 Maneuver 1410 - - - 552 785 Stage 1 - - - - 776 - Stage 2 - - - - 734 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1406 - - - 548 783 Mov Cap-2 Maneuver - - - - 548 - Stage 1 - - - - 772 - Stage 2 - - - - 732 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1406 - - - 599 HCM Lane V/C Ratio 0.001 - - - 0.013 HCM Control Delay (s) 7.6 0 - - 11.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 Timings 4: North College Ave & Hickory St 05/24/2023 2022 Existing - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)25 91 86 512 809 50 Future Volume (vph)25 91 86 512 809 50 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 6 2 Permitted Phases 4 6 2 Detector Phase 446622 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)30.0 30.0 50.0 50.0 50.0 50.0 Total Split (%)37.5% 37.5% 62.5% 62.5% 62.5% 62.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 47 (59%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 4: North College Ave & Hickory St Queues 4: North College Ave & Hickory St 05/24/2023 2022 Existing - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 29 107 99 589 1011 63 v/c Ratio 0.12 0.39 0.27 0.23 0.39 0.05 Control Delay 29.0 13.2 7.5 4.2 5.1 2.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.0 13.2 7.5 4.2 5.1 2.0 Queue Length 50th (ft) 14 8 11 34 68 1 Queue Length 95th (ft) 29 39 53 91 153 12 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 125 95 Base Capacity (vph) 558 543 369 2565 2613 1152 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.05 0.20 0.27 0.23 0.39 0.05 Intersection Summary HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St 05/24/2023 2022 Existing - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 25 91 86 512 809 50 Future Volume (veh/h) 25 91 86 512 809 50 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796 Adj Flow Rate, veh/h 29 107 99 589 1011 62 Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80 Percent Heavy Veh, %339977 Cap, veh/h 183 143 416 2547 2590 1154 Arrive On Green 0.10 0.09 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1767 1572 497 3445 3503 1520 Grp Volume(v), veh/h 29 107 99 589 1011 62 Grp Sat Flow(s),veh/h/ln 1767 1572 497 1678 1706 1520 Q Serve(g_s), s 1.2 5.3 6.8 4.1 8.1 0.8 Cycle Q Clear(g_c), s 1.2 5.3 14.9 4.1 8.1 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 183 143 416 2547 2590 1154 V/C Ratio(X) 0.16 0.75 0.24 0.23 0.39 0.05 Avail Cap(c_a), veh/h 563 482 416 2547 2590 1154 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.7 35.5 5.9 2.8 3.3 2.4 Incr Delay (d2), s/veh 0.4 7.5 1.3 0.2 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.3 0.7 0.8 1.6 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.1 43.0 7.2 3.0 3.7 2.5 LnGrp LOS C D AAAA Approach Vol, veh/h 136 688 1073 Approach Delay, s/veh 40.9 3.6 3.7 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 67.2 12.8 67.2 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 42.5 24.5 42.5 Max Q Clear Time (g_c+I1), s 10.1 7.3 16.9 Green Ext Time (p_c), s 4.8 0.4 3.6 Intersection Summary HCM 6th Ctrl Delay 6.3 HCM 6th LOS A HCM 6th TWSC 1: Mason St & Hibdon Ct 05/24/2023 2022 Existing - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 12 60734 Future Vol, veh/h 12 60734 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 58 58 44 44 Heavy Vehicles, % 11 11 0 0 14 14 Mvmt Flow 16 8 0 12 7 9 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 29 6 0 0 12 0 Stage 1 6 ----- Stage 2 23 ----- Critical Hdwy 6.51 6.31 - - 4.24 - Critical Hdwy Stg 1 5.51 ----- Critical Hdwy Stg 2 5.51 ----- Follow-up Hdwy 3.599 3.399 - - 2.326 - Pot Cap-1 Maneuver 963 1051 - - 1532 - Stage 1 994 ----- Stage 2 977 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 958 1051 - - 1532 - Mov Cap-2 Maneuver 958 ----- Stage 1 994 ----- Stage 2 972 ----- Approach WB NB SB HCM Control Delay, s 8.7 0 3.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 987 1532 - HCM Lane V/C Ratio - - 0.024 0.004 - HCM Control Delay (s) - - 8.7 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 2: North College Ave & Hibdon Ct 05/24/2023 2022 Existing - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 10 0 0 1 27 1054 0 3 828 15 Future Vol, veh/h 5 0 10 0 0 1 27 1054 0 3 828 15 Conflicting Peds, #/hr 0 00000704407 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94 Heavy Vehicles, % 0 00000444555 Mvmt Flow 8 0 16 0 0 4 28 1076 0 3 881 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1496 2038 456 1583 2046 542 904 0 0 1080 0 0 Stage 1 902 902 - 1136 1136 ------- Stage 2 594 1136 - 447 910 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.25 - - Pot Cap-1 Maneuver *292 *87 557 *230 *86 *643 736 - - *944 - - Stage 1 *303 *359 - *606 *531 ------- Stage 2 *606 *531 - *566 *356 ------- Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver *279 *83 553 *215 *81 *641 731 - - *941 - - Mov Cap-2 Maneuver *279 *83 - *215 *81 ------- Stage 1 *289 *354 - *581 *509 ------- Stage 2 *580 *509 - *546 *351 ------- Approach EB WB NB SB HCM Control Delay, s 14.2 10.7 0.3 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)731 - - 417 641 * 941 - - HCM Lane V/C Ratio 0.038 - - 0.057 0.006 0.003 - - HCM Control Delay (s) 10.1 - - 14.2 10.7 8.8 - - HCM Lane LOS B - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/24/2023 2022 Existing - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 167 142 10 11 2 Future Vol, veh/h 1 167 142 10 11 2 Conflicting Peds, #/hr 1 00110 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 87 87 65 65 Heavy Vehicles, % 2 22200 Mvmt Flow 1 180 163 11 17 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 175 0 - 0 353 170 Stage 1 - - - - 170 - Stage 2 - - - - 183 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 1401 - - - 649 879 Stage 1 - - - - 865 - Stage 2 - - - - 853 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1400 - - - 647 878 Mov Cap-2 Maneuver - - - - 647 - Stage 1 - - - - 863 - Stage 2 - - - - 852 - Approach EB WB SB HCM Control Delay, s 0 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1400 - - - 674 HCM Lane V/C Ratio 0.001 - - - 0.03 HCM Control Delay (s) 7.6 0 - - 10.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Timings 4: North College Ave & Hickory St 05/24/2023 2022 Existing - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)66 97 117 1048 791 54 Future Volume (vph)66 97 117 1048 791 54 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Detector Phase 442266 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)31.0 31.0 74.0 74.0 74.0 74.0 Total Split (%)29.5% 29.5% 70.5% 70.5% 70.5% 70.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 105 Actuated Cycle Length: 105 Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 4: North College Ave & Hickory St Queues 4: North College Ave & Hickory St 05/24/2023 2022 Existing - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 83 121 121 1080 860 59 v/c Ratio 0.40 0.43 0.27 0.41 0.33 0.05 Control Delay 46.7 12.2 6.0 4.9 4.4 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.7 12.2 6.0 4.9 4.4 1.3 Queue Length 50th (ft) 53 0 17 94 68 0 Queue Length 95th (ft) 81 35 57 188 140 12 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 125 95 Base Capacity (vph) 442 472 449 2665 2640 1138 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.19 0.26 0.27 0.41 0.33 0.05 Intersection Summary HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St 05/24/2023 2022 Existing - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 66 97 117 1048 791 54 Future Volume (veh/h) 66 97 117 1048 791 54 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811 Adj Flow Rate, veh/h 82 121 121 1080 860 59 Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92 Percent Heavy Veh, %335566 Cap, veh/h 192 156 493 2729 2707 1200 Arrive On Green 0.11 0.10 0.79 0.79 0.79 0.79 Sat Flow, veh/h 1767 1572 593 3561 3532 1526 Grp Volume(v), veh/h 82 121 121 1080 860 59 Grp Sat Flow(s),veh/h/ln 1767 1572 593 1735 1721 1526 Q Serve(g_s), s 4.6 7.9 7.7 10.1 7.5 0.9 Cycle Q Clear(g_c), s 4.6 7.9 15.1 10.1 7.5 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 192 156 493 2729 2707 1200 V/C Ratio(X) 0.43 0.78 0.25 0.40 0.32 0.05 Avail Cap(c_a), veh/h 446 382 493 2729 2707 1200 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 46.2 5.3 3.5 3.2 2.5 Incr Delay (d2), s/veh 1.5 8.0 1.2 0.4 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 3.4 0.9 2.4 1.8 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.2 54.2 6.5 3.9 3.5 2.6 LnGrp LOS D D AAAA Approach Vol, veh/h 203 1201 919 Approach Delay, s/veh 50.6 4.2 3.4 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 89.1 15.9 89.1 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 66.5 25.5 66.5 Max Q Clear Time (g_c+I1), s 17.1 9.9 9.5 Green Ext Time (p_c), s 6.8 0.6 4.0 Intersection Summary HCM 6th Ctrl Delay 7.9 HCM 6th LOS A North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Intersection Capacity Worksheets: Year 2025 Background HCM 6th TWSC 1: Mason St & Hibdon Ct 05/24/2023 2025 Background - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 4.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 01100 Future Vol, veh/h 2 01100 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 25 25 25 92 92 Heavy Vehicles, % 100 100 0022 Mvmt Flow 8 04400 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 7 60080 Stage 1 6 ----- Stage 2 1 ----- Critical Hdwy 7.4 7.2 - - 4.12 - Critical Hdwy Stg 1 6.4 ----- Critical Hdwy Stg 2 6.4 ----- Follow-up Hdwy 4.4 4.2 - - 2.218 - Pot Cap-1 Maneuver 810 850 - - 1612 - Stage 1 812 ----- Stage 2 817 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 810 850 - - 1612 - Mov Cap-2 Maneuver 810 ----- Stage 1 812 ----- Stage 2 817 ----- Approach WB NB SB HCM Control Delay, s 9.5 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 810 1612 - HCM Lane V/C Ratio - - 0.01 - - HCM Control Delay (s) - - 9.5 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 2: North College Ave & Hibdon Ct 05/24/2023 2025 Background - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 4 1700014530008909 Future Vol, veh/h 4 1700014530008909 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 25 25 25 90 90 90 80 80 80 Heavy Vehicles, % 25 25 25 000999888 Mvmt Flow 5 1900016589001113 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1450 1744 566 1178 1749 295 1128 0 0 - - 0 Stage 1 1123 1123 - 621 621 ------- Stage 2 327 621 - 557 1128 ------- Critical Hdwy 8 7 7.4 7.5 6.5 6.9 4.28 ----- Critical Hdwy Stg 1 7 6 - 6.5 5.5 ------- Critical Hdwy Stg 2 7 6 - 6.5 5.5 ------- Follow-up Hdwy 3.75 4.25 3.55 3.5 4 3.3 2.29 ----- Pot Cap-1 Maneuver *114 85 413 241 105 *888 576 - - 0 - - Stage 1 *183 235 - 751 677 ----0-- Stage 2 *782 631 - 487 282 ----0-- Platoon blocked, % 1 1 1 1 1 - - - - Mov Cap-1 Maneuver *111 82 411 228 102 *888 574 ----- Mov Cap-2 Maneuver *111 82 - 228 102 ------- Stage 1 *177 234 - 730 658 ------- Stage 2 *760 614 - 473 281 ------- Approach EB WB NB SB HCM Control Delay, s 26.4 0 0.3 0 HCM LOS D A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h)574 - - 184 - - - HCM Lane V/C Ratio 0.027 - - 0.087 - - - HCM Control Delay (s) 11.4 - - 26.4 0 - - HCM Lane LOS B - - D A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/24/2023 2025 Background - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 140 131 1 5 2 Future Vol, veh/h 1 140 131 1 5 2 Conflicting Peds, #/hr 3 00300 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 65 65 80 80 88 88 Heavy Vehicles, % 3 3 4 4 43 43 Mvmt Flow 2 215 164 1 6 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 168 0 - 0 387 168 Stage 1 - - - - 168 - Stage 2 - - - - 219 - Critical Hdwy 4.13 - - - 6.83 6.63 Critical Hdwy Stg 1 - - - - 5.83 - Critical Hdwy Stg 2 - - - - 5.83 - Follow-up Hdwy 2.227 - - - 3.887 3.687 Pot Cap-1 Maneuver 1404 - - - 544 780 Stage 1 - - - - 771 - Stage 2 - - - - 729 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1400 - - - 540 778 Mov Cap-2 Maneuver - - - - 540 - Stage 1 - - - - 767 - Stage 2 - - - - 727 - Approach EB WB SB HCM Control Delay, s 0.1 0 11.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1400 - - - 592 HCM Lane V/C Ratio 0.001 - - - 0.013 HCM Control Delay (s) 7.6 0 - - 11.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 Timings 4: North College Ave & Hickory St 05/24/2023 2025 Background - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)26 94 89 528 834 52 Future Volume (vph)26 94 89 528 834 52 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 6 2 Permitted Phases 4 6 2 Detector Phase 446622 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)30.0 30.0 50.0 50.0 50.0 50.0 Total Split (%)37.5% 37.5% 62.5% 62.5% 62.5% 62.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 47 (59%), Referenced to phase 2:SBT and 6:NBTL, Start of Red Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 4: North College Ave & Hickory St Queues 4: North College Ave & Hickory St 05/24/2023 2025 Background - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 31 111 102 607 1043 65 v/c Ratio 0.13 0.41 0.29 0.24 0.40 0.06 Control Delay 29.0 15.3 8.0 4.3 5.2 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.0 15.3 8.0 4.3 5.2 2.1 Queue Length 50th (ft) 15 13 12 35 72 1 Queue Length 95th (ft) 30 44 56 94 158 13 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 125 95 Base Capacity (vph) 558 538 354 2560 2608 1150 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.06 0.21 0.29 0.24 0.40 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St 05/24/2023 2025 Background - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 26 94 89 528 834 52 Future Volume (veh/h) 26 94 89 528 834 52 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796 Adj Flow Rate, veh/h 31 111 102 607 1042 65 Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80 Percent Heavy Veh, %339977 Cap, veh/h 189 148 402 2537 2579 1149 Arrive On Green 0.11 0.09 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1767 1572 481 3445 3503 1520 Grp Volume(v), veh/h 31 111 102 607 1042 65 Grp Sat Flow(s),veh/h/ln 1767 1572 481 1678 1706 1520 Q Serve(g_s), s 1.3 5.5 7.6 4.3 8.6 0.9 Cycle Q Clear(g_c), s 1.3 5.5 16.2 4.3 8.6 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 189 148 402 2537 2579 1149 V/C Ratio(X) 0.16 0.75 0.25 0.24 0.40 0.06 Avail Cap(c_a), veh/h 563 482 402 2537 2579 1149 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 35.3 6.3 2.9 3.4 2.5 Incr Delay (d2), s/veh 0.4 7.4 1.5 0.2 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.4 0.8 0.8 1.7 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 42.7 7.8 3.1 3.9 2.6 LnGrp LOS C D AAAA Approach Vol, veh/h 142 709 1107 Approach Delay, s/veh 40.5 3.8 3.8 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 67.0 13.0 67.0 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 42.5 24.5 42.5 Max Q Clear Time (g_c+I1), s 10.6 7.5 18.2 Green Ext Time (p_c), s 5.0 0.4 3.8 Intersection Summary HCM 6th Ctrl Delay 6.5 HCM 6th LOS A HCM 6th TWSC 1: Mason St & Hibdon Ct 05/24/2023 2025 Background - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 12 60734 Future Vol, veh/h 12 60734 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 58 58 44 44 Heavy Vehicles, % 11 11 0 0 14 14 Mvmt Flow 16 8 0 12 7 9 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 29 6 0 0 12 0 Stage 1 6 ----- Stage 2 23 ----- Critical Hdwy 6.51 6.31 - - 4.24 - Critical Hdwy Stg 1 5.51 ----- Critical Hdwy Stg 2 5.51 ----- Follow-up Hdwy 3.599 3.399 - - 2.326 - Pot Cap-1 Maneuver 963 1051 - - 1532 - Stage 1 994 ----- Stage 2 977 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 958 1051 - - 1532 - Mov Cap-2 Maneuver 958 ----- Stage 1 994 ----- Stage 2 972 ----- Approach WB NB SB HCM Control Delay, s 8.7 0 3.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 987 1532 - HCM Lane V/C Ratio - - 0.024 0.004 - HCM Control Delay (s) - - 8.7 7.4 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 2: North College Ave & Hibdon Ct 05/24/2023 2025 Background - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 10 0 0 1 28 1086 0 3 853 15 Future Vol, veh/h 5 0 10 0 0 1 28 1086 0 3 853 15 Conflicting Peds, #/hr 0 00000704407 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94 Heavy Vehicles, % 0 00000444555 Mvmt Flow 8 0 16 0 0 4 29 1108 0 3 907 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1540 2098 469 1630 2106 558 930 0 0 1112 0 0 Stage 1 928 928 - 1170 1170 ------- Stage 2 612 1170 - 460 936 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.25 - - Pot Cap-1 Maneuver *259 *76 546 *201 *74 *643 719 - - *944 - - Stage 1 *292 *349 - *606 *531 ------- Stage 2 *606 *531 - *556 *346 ------- Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver *246 *71 542 *188 *70 *641 714 - - *941 - - Mov Cap-2 Maneuver *246 *71 - *188 *70 ------- Stage 1 *278 *344 - *580 *507 ------- Stage 2 *578 *507 - *536 *341 ------- Approach EB WB NB SB HCM Control Delay, s 14.9 10.7 0.3 0 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)714 - - 387 641 * 941 - - HCM Lane V/C Ratio 0.04 - - 0.062 0.006 0.003 - - HCM Control Delay (s) 10.3 - - 14.9 10.7 8.8 - - HCM Lane LOS B - - B B A - - HCM 95th %tile Q(veh) 0.1 - - 0.2 0 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/24/2023 2025 Background - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 172 146 10 11 2 Future Vol, veh/h 1 172 146 10 11 2 Conflicting Peds, #/hr 1 00110 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 87 87 65 65 Heavy Vehicles, % 2 22200 Mvmt Flow 1 185 168 11 17 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 180 0 - 0 363 175 Stage 1 - - - - 175 - Stage 2 - - - - 188 - Critical Hdwy 4.12 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.218 - - - 3.5 3.3 Pot Cap-1 Maneuver 1396 - - - 640 874 Stage 1 - - - - 860 - Stage 2 - - - - 849 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1395 - - - 638 873 Mov Cap-2 Maneuver - - - - 638 - Stage 1 - - - - 858 - Stage 2 - - - - 848 - Approach EB WB SB HCM Control Delay, s 0 0 10.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1395 - - - 666 HCM Lane V/C Ratio 0.001 - - - 0.03 HCM Control Delay (s) 7.6 0 - - 10.6 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Timings 4: North College Ave & Hickory St 05/24/2023 2025 Background - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)68 100 121 1080 815 56 Future Volume (vph)68 100 121 1080 815 56 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Detector Phase 442266 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)31.0 31.0 74.0 74.0 74.0 74.0 Total Split (%)29.5% 29.5% 70.5% 70.5% 70.5% 70.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 105 Actuated Cycle Length: 105 Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 4: North College Ave & Hickory St Queues 4: North College Ave & Hickory St 05/24/2023 2025 Background - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 85 125 125 1113 886 61 v/c Ratio 0.40 0.44 0.29 0.42 0.34 0.05 Control Delay 46.9 12.1 6.3 5.0 4.5 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.9 12.1 6.3 5.0 4.5 1.3 Queue Length 50th (ft) 54 0 18 98 71 0 Queue Length 95th (ft) 82 35 60 196 145 12 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 125 95 Base Capacity (vph) 442 475 436 2663 2638 1138 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.19 0.26 0.29 0.42 0.34 0.05 Intersection Summary HCM 6th Signalized Intersection Summary 4: North College Ave & Hickory St 05/24/2023 2025 Background - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 68 100 121 1080 815 56 Future Volume (veh/h) 68 100 121 1080 815 56 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811 Adj Flow Rate, veh/h 85 125 125 1113 886 61 Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92 Percent Heavy Veh, %335566 Cap, veh/h 197 160 478 2720 2697 1196 Arrive On Green 0.11 0.10 0.78 0.78 0.78 0.78 Sat Flow, veh/h 1767 1572 578 3561 3532 1526 Grp Volume(v), veh/h 85 125 125 1113 886 61 Grp Sat Flow(s),veh/h/ln 1767 1572 578 1735 1721 1526 Q Serve(g_s), s 4.7 8.1 8.4 10.7 7.9 0.9 Cycle Q Clear(g_c), s 4.7 8.1 16.3 10.7 7.9 0.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 197 160 478 2720 2697 1196 V/C Ratio(X) 0.43 0.78 0.26 0.41 0.33 0.05 Avail Cap(c_a), veh/h 446 382 478 2720 2697 1196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.6 46.0 5.7 3.6 3.3 2.6 Incr Delay (d2), s/veh 1.5 8.0 1.3 0.5 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 3.6 1.0 2.6 1.9 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.1 54.0 7.0 4.1 3.6 2.6 LnGrp LOS D D AAAA Approach Vol, veh/h 210 1238 947 Approach Delay, s/veh 50.4 4.4 3.6 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 88.8 16.2 88.8 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 66.5 25.5 66.5 Max Q Clear Time (g_c+I1), s 18.3 10.1 9.9 Green Ext Time (p_c), s 7.1 0.6 4.1 Intersection Summary HCM 6th Ctrl Delay 8.1 HCM 6th LOS A North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Intersection Capacity Worksheets: Year 2045 Background HCM 6th TWSC 1: Mason St & Hibdon Court 05/23/2023 2045 Bkgrd - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 01100 Future Vol, veh/h 2 01100 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 25 25 25 25 92 92 Heavy Vehicles, % 2 20022 Mvmt Flow 8 04400 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 7 60080 Stage 1 6 ----- Stage 2 1 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 1014 1077 - - 1612 - Stage 1 1017 ----- Stage 2 1022 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 1014 1077 - - 1612 - Mov Cap-2 Maneuver 1014 ----- Stage 1 1017 ----- Stage 2 1022 ----- Approach WB NB SB HCM Control Delay, s 8.6 0 0 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 1014 1612 - HCM Lane V/C Ratio - - 0.008 - - HCM Control Delay (s) - - 8.6 0 - HCM Lane LOS - - A A - HCM 95th %tile Q(veh) - - 0 0 - HCM 6th TWSC 2: North College Ave & Hibdon Court/Private Drive 05/23/2023 2045 Bkgrd - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 1 10 0 0 0 15 615 0 0 1040 10 Future Vol, veh/h 5 1 10 0 0 0 15 615 0 0 1040 10 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 92 92 92 90 90 90 80 80 80 Heavy Vehicles, % 10 10 10 000999888 Mvmt Flow 7 1 13 0 0 0 17 683 0 0 1300 13 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1687 2028 661 1368 2034 342 1317 0 0 - - 0 Stage 1 1311 1311 - 717 717 ------- Stage 2 376 717 - 651 1317 ------- Critical Hdwy 7.7 6.7 7.1 7.5 6.5 6.9 4.28 ----- Critical Hdwy Stg 1 6.7 5.7 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.7 5.7 - 6.5 5.5 ------- Follow-up Hdwy 3.6 4.1 3.4 3.5 4 3.3 2.29 ----- Pot Cap-1 Maneuver 56 52 387 108 58 660 485 - - 0 - - Stage 1 156 212 - 391 437 ----0-- Stage 2 596 413 - 429 229 ----0-- Platoon blocked, % - - - - Mov Cap-1 Maneuver 54 50 386 99 56 660 483 ----- Mov Cap-2 Maneuver 54 50 - 99 56 ------- Stage 1 150 211 - 377 422 ------- Stage 2 575 399 - 412 228 ------- Approach EB WB NB SB HCM Control Delay, s 42.9 0 0.3 0 HCM LOS E A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h)483 - - 116 - - - HCM Lane V/C Ratio 0.035 - - 0.184 - - - HCM Control Delay (s) 12.7 - - 42.9 0 - - HCM Lane LOS B - - E A - - HCM 95th %tile Q(veh) 0.1 - - 0.6 - - - HCM 6th TWSC 3: Hickory St & Mason St 05/23/2023 2045 Bkgrd - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 165 150 1 5 2 Future Vol, veh/h 1 165 150 1 5 2 Conflicting Peds, #/hr 3 00300 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 65 65 80 80 88 88 Heavy Vehicles, % 3 3 4 4 10 10 Mvmt Flow 2 254 188 1 6 2 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 192 0 - 0 450 192 Stage 1 - - - - 192 - Stage 2 - - - - 258 - Critical Hdwy 4.13 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.227 - - - 3.59 3.39 Pot Cap-1 Maneuver 1375 - - - 552 830 Stage 1 - - - - 822 - Stage 2 - - - - 767 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1371 - - - 548 828 Mov Cap-2 Maneuver - - - - 548 - Stage 1 - - - - 818 - Stage 2 - - - - 765 - Approach EB WB SB HCM Control Delay, s 0 0 11 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1371 - - - 607 HCM Lane V/C Ratio 0.001 - - - 0.013 HCM Control Delay (s) 7.6 0 - - 11 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 Timings 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR 30 110 105 615 970 60 30 110 105 615 970 60 Prot Perm Perm NA NA Perm 4 6 2 4 6 2 446622 7.0 7.0 10.0 10.0 10.0 10.0 25.5 25.5 24.5 24.5 24.5 24.5 30.0 30.0 50.0 50.0 50.0 50.0 37.5% 37.5% 62.5% 62.5% 62.5% 62.5% 3.5 3.5 4.5 4.5 4.5 4.5 2.0 2.0 3.0 3.0 3.0 3.0 -1.0 0.0 -1.0 -1.0 -1.0 -1.0 4.5 5.5 6.5 6.5 6.5 6.5 None None Max Max C-Max C-Max 12.0 11.0 60.8 60.8 60.8 60.8 0.15 0.14 0.76 0.76 0.76 0.76 Lane Configurations Traffic Volume (vph) Future Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio Cycle Length: 80 Actuated Cycle Length: 80 Offset: 47 (59%), Referenced to phase 2:SBT, Start of Red Natural Cycle: 75 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 7.5 Intersection Capacity Utilization 55.6% Analysis Period (min) 15 Splits and Phases: 4: Hickory St & North College Ave Queues 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 35 129 121 707 1213 75 v/c Ratio 0.13 0.49 0.44 0.28 0.47 0.07 Control Delay 28.0 24.7 13.3 4.9 6.3 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.0 24.7 13.3 4.9 6.3 2.4 Queue Length 50th (ft) 16 35 19 50 106 2 Queue Length 95th (ft) 33 68 90 112 195 16 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 95 Base Capacity (vph) 558 517 278 2518 2565 1132 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.06 0.25 0.44 0.28 0.47 0.07 Intersection Summary HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 30 110 105 615 970 60 Future Volume (veh/h) 30 110 105 615 970 60 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796 Adj Flow Rate, veh/h 35 129 121 707 1212 75 Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80 Percent Heavy Veh, %339977 Cap, veh/h 212 169 334 2493 2535 1129 Arrive On Green 0.12 0.11 0.74 0.74 0.74 0.74 Sat Flow, veh/h 1767 1572 405 3445 3503 1520 Grp Volume(v), veh/h 35 129 121 707 1212 75 Grp Sat Flow(s),veh/h/ln 1767 1572 405 1678 1706 1520 Q Serve(g_s), s 1.4 6.4 13.6 5.5 11.3 1.1 Cycle Q Clear(g_c), s 1.4 6.4 24.9 5.5 11.3 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 212 169 334 2493 2535 1129 V/C Ratio(X) 0.17 0.76 0.36 0.28 0.48 0.07 Avail Cap(c_a), veh/h 563 482 334 2493 2535 1129 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.6 34.7 9.1 3.4 4.1 2.8 Incr Delay (d2), s/veh 0.4 7.0 3.0 0.3 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 2.7 1.3 1.4 2.5 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.0 41.7 12.1 3.6 4.8 2.9 LnGrp LOS C D BAAA Approach Vol, veh/h 164 828 1287 Approach Delay, s/veh 39.7 4.9 4.6 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 65.9 14.1 65.9 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 42.5 24.5 42.5 Max Q Clear Time (g_c+I1), s 13.3 8.4 26.9 Green Ext Time (p_c), s 6.1 0.4 4.4 Intersection Summary HCM 6th Ctrl Delay 7.3 HCM 6th LOS A HCM 6th TWSC 1: Mason St & Hibdon Court 05/23/2023 2045 Bkgrd - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 4.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 15 5 0 10 3 5 Future Vol, veh/h 15 5 0 10 3 5 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 75 75 58 58 44 44 Heavy Vehicles, % 11 11 2 2 10 10 Mvmt Flow 20 7 0 17 7 11 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 34 9 0 0 17 0 Stage 1 9 ----- Stage 2 25 ----- Critical Hdwy 6.51 6.31 - - 4.2 - Critical Hdwy Stg 1 5.51 ----- Critical Hdwy Stg 2 5.51 ----- Follow-up Hdwy 3.599 3.399 - - 2.29 - Pot Cap-1 Maneuver 957 1047 - - 1550 - Stage 1 991 ----- Stage 2 975 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 952 1047 - - 1550 - Mov Cap-2 Maneuver 952 ----- Stage 1 991 ----- Stage 2 970 ----- Approach WB NB SB HCM Control Delay, s 8.8 0 2.7 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 974 1550 - HCM Lane V/C Ratio - - 0.027 0.004 - HCM Control Delay (s) - - 8.8 7.3 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.1 0 - HCM 6th TWSC 2: North College Ave & Hibdon Court/Private Drive 05/23/2023 2045 Bkgrd - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 0 10 0 0 1 30 1265 0 3 995 20 Future Vol, veh/h 5 0 10 0 0 1 30 1265 0 3 995 20 Conflicting Peds, #/hr 0 00000704407 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94 Heavy Vehicles, % 0 00000444555 Mvmt Flow 8 0 16 0 0 4 31 1291 0 3 1059 21 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1791 2440 547 1893 2450 650 1087 0 0 1295 0 0 Stage 1 1083 1083 - 1357 1357 ------- Stage 2 708 1357 - 536 1093 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.25 - - Pot Cap-1 Maneuver *189 *36 486 *136 *35 *555 626 - - *815 - - Stage 1 *235 *296 - *524 *458 ------- Stage 2 *524 *458 - *501 *293 ------- Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver *178 *33 483 *125 *32 *553 622 - - *812 - - Mov Cap-2 Maneuver *178 *33 - *125 *32 ------- Stage 1 *222 *291 - *496 *434 ------- Stage 2 *494 *434 - *480 *288 ------- Approach EB WB NB SB HCM Control Delay, s 17.7 11.6 0.3 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)622 - - 307 553 * 812 - - HCM Lane V/C Ratio 0.049 - - 0.078 0.007 0.004 - - HCM Control Delay (s) 11.1 - - 17.7 11.6 9.5 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.2 - - 0.2 0 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/23/2023 2045 Bkgrd - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 200 170 10 15 2 Future Vol, veh/h 1 200 170 10 15 2 Conflicting Peds, #/hr 1 00110 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 87 87 65 65 Heavy Vehicles, % 2 22222 Mvmt Flow 1 215 195 11 23 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 207 0 - 0 420 202 Stage 1 - - - - 202 - Stage 2 - - - - 218 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1364 - - - 590 839 Stage 1 - - - - 832 - Stage 2 - - - - 818 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1363 - - - 588 838 Mov Cap-2 Maneuver - - - - 588 - Stage 1 - - - - 830 - Stage 2 - - - - 817 - Approach EB WB SB HCM Control Delay, s 0 0 11.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1363 - - - 609 HCM Lane V/C Ratio 0.001 - - - 0.043 HCM Control Delay (s) 7.6 0 - - 11.2 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 Timings 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR 80 115 140 1260 950 65 80 115 140 1260 950 65 Prot Perm Perm NA NA Perm 4 2 6 4 2 6 442266 7.0 7.0 10.0 10.0 10.0 10.0 25.5 25.5 24.5 24.5 24.5 24.5 31.0 31.0 74.0 74.0 74.0 74.0 29.5% 29.5% 70.5% 70.5% 70.5% 70.5% 3.5 3.5 4.5 4.5 4.5 4.5 2.0 2.0 3.0 3.0 3.0 3.0 -1.0 0.0 -1.0 -1.0 -1.0 -1.0 4.5 5.5 6.5 6.5 6.5 6.5 None None C-Max C-Max C-Max C-Max 13.2 12.2 80.8 80.8 80.8 80.8 0.13 0.12 0.77 0.77 0.77 0.77 Lane Configurations Traffic Volume (vph) Future Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Cycle Length: 105 Actuated Cycle Length: 105 Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 65 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.49 Intersection Signal Delay: 7.5 Intersection Capacity Utilization 55.0% Analysis Period (min) 15 Splits and Phases: 4: Hickory St & North College Ave Queues 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 100 144 144 1299 1033 71 v/c Ratio 0.45 0.49 0.39 0.49 0.39 0.06 Control Delay 47.9 15.6 8.8 5.8 5.0 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.9 15.6 8.8 5.8 5.0 1.6 Queue Length 50th (ft) 64 11 25 132 93 1 Queue Length 95th (ft) 93 48 83 247 178 15 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 95 Base Capacity (vph) 442 476 365 2645 2620 1131 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.23 0.30 0.39 0.49 0.39 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 80 115 140 1260 950 65 Future Volume (veh/h) 80 115 140 1260 950 65 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811 Adj Flow Rate, veh/h 100 144 144 1299 1033 71 Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92 Percent Heavy Veh, %335566 Cap, veh/h 219 180 404 2675 2654 1177 Arrive On Green 0.12 0.11 0.77 0.77 0.77 0.77 Sat Flow, veh/h 1767 1572 498 3561 3532 1526 Grp Volume(v), veh/h 100 144 144 1299 1033 71 Grp Sat Flow(s),veh/h/ln 1767 1572 498 1735 1721 1526 Q Serve(g_s), s 5.5 9.4 14.0 14.4 10.3 1.2 Cycle Q Clear(g_c), s 5.5 9.4 24.3 14.4 10.3 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 180 404 2675 2654 1177 V/C Ratio(X) 0.46 0.80 0.36 0.49 0.39 0.06 Avail Cap(c_a), veh/h 446 382 404 2675 2654 1177 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.7 45.3 7.9 4.4 3.9 2.9 Incr Delay (d2), s/veh 1.5 7.9 2.4 0.6 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 4.1 1.6 4.2 2.6 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 44.2 53.2 10.3 5.0 4.4 3.0 LnGrp LOS D D BAAA Approach Vol, veh/h 244 1443 1104 Approach Delay, s/veh 49.5 5.6 4.3 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 87.5 17.5 87.5 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 66.5 25.5 66.5 Max Q Clear Time (g_c+I1), s 26.3 11.4 12.3 Green Ext Time (p_c), s 9.9 0.7 5.1 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Intersection Capacity Worksheets: Year 2025 Background+ Project HCM 6th TWSC 1: Mason St & Rescue Mission Access/Hibdon Court 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 4 4 44 808128000 Future Vol, veh/h 0 4 4 44 808128000 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 25 25 25 25 25 25 92 92 92 Heavy Vehicles, % 2 22222200222 Mvmt Flow 0 4 4 176 32 0 32 4 112 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 141 181 1 129 125 60 1 0 0 116 0 0 Stage 1 1 1 - 124 124 ------- Stage 2 140 180 - 5 1 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 829 713 1084 844 765 1005 1622 - - 1473 - - Stage 1 1022 895 - 880 793 ------- Stage 2 863 750 - 1017 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 789 698 1084 823 749 1005 1622 - - 1473 - - Mov Cap-2 Maneuver 789 698 - 823 749 ------- Stage 1 1001 895 - 862 776 ------- Stage 2 810 734 - 1008 895 ------- Approach EB WB NB SB HCM Control Delay, s 9.3 11 1.6 0 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1622 - - 849 811 1473 - - HCM Lane V/C Ratio 0.02 - - 0.01 0.256 - - - HCM Control Delay (s) 7.3 0 - 9.3 11 0 - - HCM Lane LOS A A - A B A - - HCM 95th %tile Q(veh) 0.1 - - 0 1 0 - - HCM 6th TWSC 2: North College Ave & Hibdon Court/Private Drive 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 1 19 0 0 0 32 545 0 0 893 34 Future Vol, veh/h 10 1 19 0 0 0 32 545 0 0 893 34 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 92 92 92 90 90 90 80 80 80 Heavy Vehicles, % 10 10 10 000999888 Mvmt Flow 13 1 25 0 0 0 36 606 0 0 1116 43 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1517 1820 584 1237 1841 303 1163 0 0 - - 0 Stage 1 1142 1142 - 678 678 ------- Stage 2 375 678 - 559 1163 ------- Critical Hdwy 7.7 6.7 7.1 7.5 6.5 6.9 4.28 ----- Critical Hdwy Stg 1 6.7 5.7 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.7 5.7 - 6.5 5.5 ------- Follow-up Hdwy 3.6 4.1 3.4 3.5 4 3.3 2.29 ----- Pot Cap-1 Maneuver 76 70 435 134 76 699 558 - - 0 - - Stage 1 200 257 - 413 455 ----0-- Stage 2 597 431 - 486 271 ----0-- Platoon blocked, % - - - - Mov Cap-1 Maneuver 72 65 433 118 71 699 556 ----- Mov Cap-2 Maneuver 72 65 - 118 71 ------- Stage 1 186 256 - 386 425 ------- Stage 2 558 403 - 455 270 ------- Approach EB WB NB SB HCM Control Delay, s 37.2 0 0.7 0 HCM LOS E A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h)556 - - 151 - - - HCM Lane V/C Ratio 0.064 - - 0.265 - - - HCM Control Delay (s) 11.9 - - 37.2 0 - - HCM Lane LOS B - - E A - - HCM 95th %tile Q(veh) 0.2 - - 1 - - - HCM 6th TWSC 3: Hickory St & Mason St 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 140 131 37 47 5 Future Vol, veh/h 4 140 131 37 47 5 Conflicting Peds, #/hr 3 00300 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 65 65 80 80 88 88 Heavy Vehicles, % 3 3 4 4 10 10 Mvmt Flow 6 215 164 46 53 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 213 0 - 0 417 190 Stage 1 - - - - 190 - Stage 2 - - - - 227 - Critical Hdwy 4.13 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.227 - - - 3.59 3.39 Pot Cap-1 Maneuver 1351 - - - 577 832 Stage 1 - - - - 823 - Stage 2 - - - - 792 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1347 - - - 571 830 Mov Cap-2 Maneuver - - - - 571 - Stage 1 - - - - 816 - Stage 2 - - - - 790 - Approach EB WB SB HCM Control Delay, s 0.2 0 11.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1347 - - - 589 HCM Lane V/C Ratio 0.005 - - - 0.1 HCM Control Delay (s) 7.7 0 - - 11.8 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.3 Timings 4: Hickory St & North College Ave 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)41 121 124 546 846 53 Future Volume (vph)41 121 124 546 846 53 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 6 2 Permitted Phases 4 6 2 Detector Phase 446622 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)30.0 30.0 50.0 50.0 50.0 50.0 Total Split (%)37.5% 37.5% 62.5% 62.5% 62.5% 62.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None Max Max C-Max C-Max Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 47 (59%), Referenced to phase 2:SBT, Start of Red Natural Cycle: 65 Control Type: Actuated-Coordinated Splits and Phases: 4: Hickory St & North College Ave Queues 4: Hickory St & North College Ave 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 48 142 143 628 1058 66 v/c Ratio 0.19 0.51 0.45 0.26 0.44 0.06 Control Delay 29.4 20.7 12.4 5.0 6.1 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.4 20.7 12.4 5.0 6.1 2.2 Queue Length 50th (ft) 22 29 22 41 82 1 Queue Length 95th (ft) 41 63 94 98 162 13 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 95 Base Capacity (vph) 558 536 315 2372 2416 1070 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.26 0.45 0.26 0.44 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 41 121 124 546 846 53 Future Volume (veh/h) 41 121 124 546 846 53 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796 Adj Flow Rate, veh/h 48 142 143 628 1058 66 Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80 Percent Heavy Veh, %339977 Cap, veh/h 229 184 380 2460 2501 1114 Arrive On Green 0.13 0.12 0.73 0.73 0.73 0.73 Sat Flow, veh/h 1767 1572 473 3445 3503 1520 Grp Volume(v), veh/h 48 142 143 628 1058 66 Grp Sat Flow(s),veh/h/ln 1767 1572 473 1678 1706 1520 Q Serve(g_s), s 1.9 7.0 13.4 4.9 9.6 1.0 Cycle Q Clear(g_c), s 1.9 7.0 23.0 4.9 9.6 1.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 229 184 380 2460 2501 1114 V/C Ratio(X) 0.21 0.77 0.38 0.26 0.42 0.06 Avail Cap(c_a), veh/h 563 482 380 2460 2501 1114 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.1 34.3 8.6 3.5 4.1 3.0 Incr Delay (d2), s/veh 0.4 6.6 2.8 0.3 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.0 1.5 1.3 2.2 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.6 40.9 11.4 3.8 4.7 3.1 LnGrp LOS C D BAAA Approach Vol, veh/h 190 771 1124 Approach Delay, s/veh 38.6 5.2 4.6 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 65.1 14.9 65.1 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 42.5 24.5 42.5 Max Q Clear Time (g_c+I1), s 11.6 9.0 25.0 Green Ext Time (p_c), s 5.1 0.5 4.3 Intersection Summary HCM 6th Ctrl Delay 7.9 HCM 6th LOS A HCM 6th TWSC 101: Access 101 & Hibdon Court 05/23/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 7 Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 6 26 32 13 39 13 Future Vol, veh/h 6 26 32 13 39 13 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 7 28 35 14 42 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 35 0 105 21 Stage 1 - - - - 21 - Stage 2 - - - - 84 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1576 - 893 1056 Stage 1 - - - - 1002 - Stage 2 - - - - 939 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1576 - 873 1056 Mov Cap-2 Maneuver - - - - 873 - Stage 1 - - - - 1002 - Stage 2 - - - - 918 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)913 - - 1576 - HCM Lane V/C Ratio 0.062 - - 0.022 - HCM Control Delay (s) 9.2 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 6th TWSC 102: Mason St & Rescue Mission South Access 05/24/2023 2025 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 5 36 50 3 Future Vol, veh/h 1 2 5 36 50 3 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 22222 Mvmt Flow 1 2 6 41 57 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 112 59 60 0 - 0 Stage 1 59 ----- Stage 2 53 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 885 1007 1544 - - - Stage 1 964 ----- Stage 2 970 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 881 1007 1544 - - - Mov Cap-2 Maneuver 881 ----- Stage 1 960 ----- Stage 2 970 ----- Approach EB NB SB HCM Control Delay, s 8.8 0.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1544 - 961 - - HCM Lane V/C Ratio 0.004 - 0.004 - - HCM Control Delay (s) 7.3 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 6th TWSC 1: Mason St & Rescue Mission Access/Hibdon Court 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 6 6 57 454033350 Future Vol, veh/h 0 6 6 57 454033350 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 75 75 75 58 58 58 44 44 44 Heavy Vehicles, % 2 2 2 11 11 11 2 2 2 10 10 10 Mvmt Flow 0 7 7 76 5770577110 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 74 96 11 75 68 29 11 0 0 57 0 0 Stage 1 25 25 - 43 43 ------- Stage 2 49 71 - 32 25 ------- Critical Hdwy 7.12 6.52 6.22 7.21 6.61 6.31 4.12 - - 4.2 - - Critical Hdwy Stg 1 6.12 5.52 - 6.21 5.61 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.21 5.61 ------- Follow-up Hdwy 3.518 4.018 3.318 3.599 4.099 3.399 2.218 - - 2.29 - - Pot Cap-1 Maneuver 916 794 1070 893 806 1020 1608 - - 1498 - - Stage 1 993 874 - 949 842 ------- Stage 2 964 836 - 962 857 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 899 786 1070 875 798 1020 1608 - - 1498 - - Mov Cap-2 Maneuver 899 786 - 875 798 ------- Stage 1 988 870 - 944 838 ------- Stage 2 947 832 - 944 853 ------- Approach EB WB NB SB HCM Control Delay, s 9 9.6 0.8 2.8 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1608 - - 906 879 1498 - - HCM Lane V/C Ratio 0.004 - - 0.014 0.1 0.005 - - HCM Control Delay (s) 7.2 0 - 9 9.6 7.4 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0 0.3 0 - - HCM 6th TWSC 2: North College Ave & Hibdon Court/Private Drive 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 25 0 0 1 41 1103 0 3 854 35 Future Vol, veh/h 13 0 25 0 0 1 41 1103 0 3 854 35 Conflicting Peds, #/hr 0 00000704407 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94 Heavy Vehicles, % 0 00000444555 Mvmt Flow 21 0 40 0 0 4 42 1126 0 3 909 37 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1588 2155 480 1675 2173 567 953 0 0 1130 0 0 Stage 1 941 941 - 1214 1214 ------- Stage 2 647 1214 - 461 959 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.25 - - Pot Cap-1 Maneuver *226 *66 537 *178 *63 *643 705 - - *944 - - Stage 1 *287 *345 - *606 *531 ------- Stage 2 *606 *531 - *555 *338 ------- Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver *212 *61 533 *156 *58 *641 700 - - *941 - - Mov Cap-2 Maneuver *212 *61 - *156 *58 ------- Stage 1 *268 *340 - *568 *497 ------- Stage 2 *566 *497 - *510 *333 ------- Approach EB WB NB SB HCM Control Delay, s 17.4 10.7 0.4 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)700 - - 351 641 * 941 - - HCM Lane V/C Ratio 0.06 - - 0.172 0.006 0.003 - - HCM Control Delay (s) 10.5 - - 17.4 10.7 8.8 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.2 - - 0.6 0 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 172 131 37 47 5 Future Vol, veh/h 4 172 131 37 47 5 Conflicting Peds, #/hr 1 00110 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 87 87 65 65 Heavy Vehicles, % 2 22222 Mvmt Flow 4 185 151 43 72 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 195 0 - 0 368 174 Stage 1 - - - - 174 - Stage 2 - - - - 194 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1378 - - - 632 869 Stage 1 - - - - 856 - Stage 2 - - - - 839 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1377 - - - 629 868 Mov Cap-2 Maneuver - - - - 629 - Stage 1 - - - - 853 - Stage 2 - - - - 838 - Approach EB WB SB HCM Control Delay, s 0.2 0 11.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1377 - - - 646 HCM Lane V/C Ratio 0.003 - - - 0.124 HCM Control Delay (s) 7.6 0 - - 11.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.4 Timings 4: Hickory St & North College Ave 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)85 132 146 1093 830 57 Future Volume (vph)85 132 146 1093 830 57 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Detector Phase 442266 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)31.0 31.0 74.0 74.0 74.0 74.0 Total Split (%)29.5% 29.5% 70.5% 70.5% 70.5% 70.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 105 Actuated Cycle Length: 105 Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 60 Control Type: Actuated-Coordinated Splits and Phases: 4: Hickory St & North College Ave Queues 4: Hickory St & North College Ave 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 106 165 151 1127 902 62 v/c Ratio 0.47 0.50 0.36 0.43 0.35 0.06 Control Delay 48.2 11.5 7.6 5.3 4.7 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.2 11.5 7.6 5.3 4.7 1.4 Queue Length 50th (ft) 68 0 26 108 79 0 Queue Length 95th (ft) 98 38 78 200 148 12 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 95 Base Capacity (vph) 442 505 423 2637 2613 1127 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.24 0.33 0.36 0.43 0.35 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 85 132 146 1093 830 57 Future Volume (veh/h) 85 132 146 1093 830 57 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811 Adj Flow Rate, veh/h 106 165 151 1127 902 62 Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92 Percent Heavy Veh, %335566 Cap, veh/h 243 201 450 2628 2607 1156 Arrive On Green 0.14 0.13 0.76 0.76 0.76 0.76 Sat Flow, veh/h 1767 1572 569 3561 3532 1526 Grp Volume(v), veh/h 106 165 151 1127 902 62 Grp Sat Flow(s),veh/h/ln 1767 1572 569 1735 1721 1526 Q Serve(g_s), s 5.8 10.7 12.5 12.2 9.0 1.1 Cycle Q Clear(g_c), s 5.8 10.7 21.5 12.2 9.0 1.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 243 201 450 2628 2607 1156 V/C Ratio(X) 0.44 0.82 0.34 0.43 0.35 0.05 Avail Cap(c_a), veh/h 446 382 450 2628 2607 1156 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.5 44.6 7.7 4.6 4.2 3.2 Incr Delay (d2), s/veh 1.2 8.0 2.0 0.5 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.6 4.6 1.6 3.7 2.4 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 42.8 52.6 9.7 5.1 4.5 3.3 LnGrp LOS D D AAAA Approach Vol, veh/h 271 1278 964 Approach Delay, s/veh 48.7 5.6 4.5 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 86.1 18.9 86.1 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 66.5 25.5 66.5 Max Q Clear Time (g_c+I1), s 23.5 12.7 11.0 Green Ext Time (p_c), s 8.1 0.7 4.2 Intersection Summary HCM 6th Ctrl Delay 9.8 HCM 6th LOS A HCM 6th TWSC 101: Access 101 & Hibdon Court 05/23/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 7 Intersection Int Delay, s/veh 4.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 18 24 28 25 44 15 Future Vol, veh/h 18 24 28 25 44 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 20 26 30 27 48 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 46 0 120 33 Stage 1 - - - - 33 - Stage 2 - - - - 87 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1562 - 876 1041 Stage 1 - - - - 989 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1562 - 858 1041 Mov Cap-2 Maneuver - - - - 858 - Stage 1 - - - - 989 - Stage 2 - - - - 917 - Approach EB WB NB HCM Control Delay, s 0 3.9 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)898 - - 1562 - HCM Lane V/C Ratio 0.071 - - 0.019 - HCM Control Delay (s) 9.3 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 6th TWSC 102: Mason St & Rescue Mission South Access 05/24/2023 2025 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 0.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 2 1 39 63 1 Future Vol, veh/h 2 2 1 39 63 1 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 65 65 65 65 Heavy Vehicles, % 2 22222 Mvmt Flow 2 2 2 60 97 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 162 98 99 0 - 0 Stage 1 98 ----- Stage 2 64 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 829 958 1494 - - - Stage 1 926 ----- Stage 2 959 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 828 958 1494 - - - Mov Cap-2 Maneuver 828 ----- Stage 1 925 ----- Stage 2 959 ----- Approach EB NB SB HCM Control Delay, s 9.1 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1494 - 888 - - HCM Lane V/C Ratio 0.001 - 0.005 - - HCM Control Delay (s) 7.4 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - North College 1311 ODP Traffic Impact Study (FT #23043) Fox Tuttle Transportation Group, LLC May 24, 2023 Intersection Capacity Worksheets: Year 2045 Background+ Project HCM 6th TWSC 1: Mason St & Rescue Mission Access/Hibdon Court 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 7.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 4 4 44 808128000 Future Vol, veh/h 0 4 4 44 808128000 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 25 25 25 25 25 25 92 92 92 Heavy Vehicles, % 2 22222200222 Mvmt Flow 0 4 4 176 32 0 32 4 112 0 0 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 141 181 1 129 125 60 1 0 0 116 0 0 Stage 1 1 1 - 124 124 ------- Stage 2 140 180 - 5 1 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 829 713 1084 844 765 1005 1622 - - 1473 - - Stage 1 1022 895 - 880 793 ------- Stage 2 863 750 - 1017 895 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 789 698 1084 823 749 1005 1622 - - 1473 - - Mov Cap-2 Maneuver 789 698 - 823 749 ------- Stage 1 1001 895 - 862 776 ------- Stage 2 810 734 - 1008 895 ------- Approach EB WB NB SB HCM Control Delay, s 9.3 11 1.6 0 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1622 - - 849 811 1473 - - HCM Lane V/C Ratio 0.02 - - 0.01 0.256 - - - HCM Control Delay (s) 7.3 0 - 9.3 11 0 - - HCM Lane LOS A A - A B A - - HCM 95th %tile Q(veh) 0.1 - - 0 1 0 - - HCM 6th TWSC 2: North College Ave & Hibdon Court/Private Drive 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 1 22 0 0 0 33 630 0 0 1041 35 Future Vol, veh/h 11 1 22 0 0 0 33 630 0 0 1041 35 Conflicting Peds, #/hr 0 00000400004 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 75 75 75 92 92 92 90 90 90 80 80 80 Heavy Vehicles, % 10 10 10 000999888 Mvmt Flow 15 1 29 0 0 0 37 700 0 0 1301 44 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1751 2101 677 1425 2123 350 1349 0 0 - - 0 Stage 1 1327 1327 - 774 774 ------- Stage 2 424 774 - 651 1349 ------- Critical Hdwy 7.7 6.7 7.1 7.5 6.5 6.9 4.28 ----- Critical Hdwy Stg 1 6.7 5.7 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.7 5.7 - 6.5 5.5 ------- Follow-up Hdwy 3.6 4.1 3.4 3.5 4 3.3 2.29 ----- Pot Cap-1 Maneuver 50 46 377 98 51 652 471 - - 0 - - Stage 1 153 208 - 362 411 ----0-- Stage 2 557 388 - 429 221 ----0-- Platoon blocked, % - - - - Mov Cap-1 Maneuver 47 42 376 83 47 652 469 ----- Mov Cap-2 Maneuver 47 42 - 83 47 ------- Stage 1 140 207 - 333 379 ------- Stage 2 513 357 - 393 220 ------- Approach EB WB NB SB HCM Control Delay, s 61.4 0 0.7 0 HCM LOS F A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBT SBR Capacity (veh/h)469 - - 107 - - - HCM Lane V/C Ratio 0.078 - - 0.424 - - - HCM Control Delay (s) 13.3 - - 61.4 0 - - HCM Lane LOS B - - F A - - HCM 95th %tile Q(veh) 0.3 - - 1.8 - - - HCM 6th TWSC 3: Hickory St & Mason St 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 165 150 37 47 5 Future Vol, veh/h 4 165 150 37 47 5 Conflicting Peds, #/hr 3 00300 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 65 65 80 80 88 88 Heavy Vehicles, % 3 3 4 4 10 10 Mvmt Flow 6 254 188 46 53 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 237 0 - 0 480 214 Stage 1 - - - - 214 - Stage 2 - - - - 266 - Critical Hdwy 4.13 - - - 6.5 6.3 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy 2.227 - - - 3.59 3.39 Pot Cap-1 Maneuver 1324 - - - 530 806 Stage 1 - - - - 803 - Stage 2 - - - - 760 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1320 - - - 524 804 Mov Cap-2 Maneuver - - - - 524 - Stage 1 - - - - 797 - Stage 2 - - - - 758 - Approach EB WB SB HCM Control Delay, s 0.2 0 12.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1320 - - - 542 HCM Lane V/C Ratio 0.005 - - - 0.109 HCM Control Delay (s) 7.7 0 - - 12.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.4 Timings 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)45 137 140 633 982 61 Future Volume (vph)45 137 140 633 982 61 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 6 2 Permitted Phases 4 6 2 Detector Phase 446622 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)30.0 30.0 50.0 50.0 50.0 50.0 Total Split (%)37.5% 37.5% 62.5% 62.5% 62.5% 62.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None Max Max C-Max C-Max Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: 47 (59%), Referenced to phase 2:SBT, Start of Red Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Hickory St & North College Ave Queues 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 53 161 161 728 1228 76 v/c Ratio 0.19 0.57 0.66 0.31 0.52 0.07 Control Delay 28.1 28.3 26.6 5.7 7.4 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.1 28.3 26.6 5.7 7.4 2.6 Queue Length 50th (ft) 24 51 36 58 121 2 Queue Length 95th (ft) 45 89 #166 116 198 16 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 95 Base Capacity (vph) 558 516 243 2316 2359 1046 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.09 0.31 0.66 0.31 0.52 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 45 137 140 633 982 61 Future Volume (veh/h) 45 137 140 633 982 61 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1767 1767 1796 1796 Adj Flow Rate, veh/h 53 161 161 728 1228 76 Peak Hour Factor 0.85 0.85 0.87 0.87 0.80 0.80 Percent Heavy Veh, %339977 Cap, veh/h 252 205 314 2416 2456 1094 Arrive On Green 0.14 0.13 0.72 0.72 0.72 0.72 Sat Flow, veh/h 1767 1572 399 3445 3503 1520 Grp Volume(v), veh/h 53 161 161 728 1228 76 Grp Sat Flow(s),veh/h/ln 1767 1572 399 1678 1706 1520 Q Serve(g_s), s 2.1 7.9 23.7 6.2 12.6 1.2 Cycle Q Clear(g_c), s 2.1 7.9 36.3 6.2 12.6 1.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 252 205 314 2416 2456 1094 V/C Ratio(X) 0.21 0.79 0.51 0.30 0.50 0.07 Avail Cap(c_a), veh/h 563 482 314 2416 2456 1094 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.3 33.7 12.9 4.0 4.9 3.3 Incr Delay (d2), s/veh 0.4 6.5 5.9 0.3 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 3.4 2.4 1.7 3.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.7 40.2 18.7 4.3 5.6 3.4 LnGrp LOS C D BAAA Approach Vol, veh/h 214 889 1304 Approach Delay, s/veh 37.9 6.9 5.5 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 64.1 15.9 64.1 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 42.5 24.5 42.5 Max Q Clear Time (g_c+I1), s 14.6 9.9 38.3 Green Ext Time (p_c), s 6.1 0.6 2.1 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A HCM 6th TWSC 101: Access 101 & Hibdon Court 05/23/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 7 Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 6 26 32 13 39 13 Future Vol, veh/h 6 26 32 13 39 13 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 7 28 35 14 42 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 35 0 105 21 Stage 1 - - - - 21 - Stage 2 - - - - 84 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1576 - 893 1056 Stage 1 - - - - 1002 - Stage 2 - - - - 939 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1576 - 873 1056 Mov Cap-2 Maneuver - - - - 873 - Stage 1 - - - - 1002 - Stage 2 - - - - 918 - Approach EB WB NB HCM Control Delay, s 0 5.2 9.2 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)913 - - 1576 - HCM Lane V/C Ratio 0.062 - - 0.022 - HCM Control Delay (s) 9.2 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 6th TWSC 102: Mason St & Rescue Mission South Access 05/24/2023 2045 Bkgrd + Project - AM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 5 36 53 3 Future Vol, veh/h 1 2 5 36 53 3 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 88 88 88 88 88 88 Heavy Vehicles, % 2 22222 Mvmt Flow 1 2 6 41 60 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 115 62 63 0 - 0 Stage 1 62 ----- Stage 2 53 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 881 1003 1540 - - - Stage 1 961 ----- Stage 2 970 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 877 1003 1540 - - - Mov Cap-2 Maneuver 877 ----- Stage 1 957 ----- Stage 2 970 ----- Approach EB NB SB HCM Control Delay, s 8.8 0.9 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1540 - 957 - - HCM Lane V/C Ratio 0.004 - 0.004 - - HCM Control Delay (s) 7.3 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - HCM 6th TWSC 1: Mason St & Rescue Mission Access/Hibdon Court 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 5.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 6 6 60 454036350 Future Vol, veh/h 0 6 6 60 454036350 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 75 75 75 58 58 58 44 44 44 Heavy Vehicles, % 2 2 2 11 11 11 2 2 2 10 10 10 Mvmt Flow 0 7 7 80 5770627110 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 76 101 11 77 70 31 11 0 0 62 0 0 Stage 1 25 25 - 45 45 ------- Stage 2 51 76 - 32 25 ------- Critical Hdwy 7.12 6.52 6.22 7.21 6.61 6.31 4.12 - - 4.2 - - Critical Hdwy Stg 1 6.12 5.52 - 6.21 5.61 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.21 5.61 ------- Follow-up Hdwy 3.518 4.018 3.318 3.599 4.099 3.399 2.218 - - 2.29 - - Pot Cap-1 Maneuver 914 789 1070 891 804 1018 1608 - - 1491 - - Stage 1 993 874 - 947 840 ------- Stage 2 962 832 - 962 857 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 897 781 1070 873 796 1018 1608 - - 1491 - - Mov Cap-2 Maneuver 897 781 - 873 796 ------- Stage 1 988 870 - 942 836 ------- Stage 2 945 828 - 944 853 ------- Approach EB WB NB SB HCM Control Delay, s 9 9.6 0.7 2.8 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)1608 - - 903 877 1491 - - HCM Lane V/C Ratio 0.004 - - 0.014 0.105 0.005 - - HCM Control Delay (s) 7.2 0 - 9 9.6 7.4 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0 0.3 0 - - HCM 6th TWSC 2: North College Ave & Hibdon Court/Private Drive 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 2 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 0 25 0 0 1 43 1282 0 3 996 40 Future Vol, veh/h 13 0 25 0 0 1 43 1282 0 3 996 40 Conflicting Peds, #/hr 0 00000704407 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------97----- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 63 63 63 25 25 25 98 98 98 94 94 94 Heavy Vehicles, % 0 00000444555 Mvmt Flow 21 0 40 0 0 4 44 1308 0 3 1060 43 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1837 2495 559 1936 2516 658 1110 0 0 1312 0 0 Stage 1 1095 1095 - 1400 1400 ------- Stage 2 742 1400 - 536 1116 ------- Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.18 - - 4.2 - - Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 ------- Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 ------- Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.24 - - 2.25 - - Pot Cap-1 Maneuver *163 *31 478 *118 *29 *555 613 - - *815 - - Stage 1 *231 *292 - *524 *458 ------- Stage 2 *524 *458 - *501 *285 ------- Platoon blocked, % 1 1 1 1 1 - - 1 - - Mov Cap-1 Maneuver *151 *28 475 *101 *26 *553 609 - - *812 - - Mov Cap-2 Maneuver *151 *28 - *101 *26 ------- Stage 1 *213 *287 - *484 *423 ------- Stage 2 *482 *423 - *455 *280 ------- Approach EB WB NB SB HCM Control Delay, s 21.8 11.6 0.4 0 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h)609 - - 274 553 * 812 - - HCM Lane V/C Ratio 0.072 - - 0.22 0.007 0.004 - - HCM Control Delay (s) 11.4 - - 21.8 11.6 9.5 - - HCM Lane LOS B - - C B A - - HCM 95th %tile Q(veh) 0.2 - - 0.8 0 0 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 6th TWSC 3: Hickory St & Mason St 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 3 Intersection Int Delay, s/veh 2.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 200 170 36 64 5 Future Vol, veh/h 4 200 170 36 64 5 Conflicting Peds, #/hr 1 00110 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 93 93 87 87 65 65 Heavy Vehicles, % 2 22222 Mvmt Flow 4 215 195 41 98 8 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 237 0 - 0 441 217 Stage 1 - - - - 217 - Stage 2 - - - - 224 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1330 - - - 574 823 Stage 1 - - - - 819 - Stage 2 - - - - 813 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1329 - - - 571 822 Mov Cap-2 Maneuver - - - - 571 - Stage 1 - - - - 816 - Stage 2 - - - - 812 - Approach EB WB SB HCM Control Delay, s 0.2 0 12.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1329 - - - 584 HCM Lane V/C Ratio 0.003 - - - 0.182 HCM Control Delay (s) 7.7 0 - - 12.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.7 Timings 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (vph)97 147 165 1273 965 66 Future Volume (vph)97 147 165 1273 965 66 Turn Type Prot Perm Perm NA NA Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Detector Phase 442266 Switch Phase Minimum Initial (s) 7.0 7.0 10.0 10.0 10.0 10.0 Minimum Split (s)25.5 25.5 24.5 24.5 24.5 24.5 Total Split (s)31.0 31.0 74.0 74.0 74.0 74.0 Total Split (%)29.5% 29.5% 70.5% 70.5% 70.5% 70.5% Yellow Time (s)3.5 3.5 4.5 4.5 4.5 4.5 All-Red Time (s)2.0 2.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s) -1.0 0.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)4.5 5.5 6.5 6.5 6.5 6.5 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max C-Max C-Max Intersection Summary Cycle Length: 105 Actuated Cycle Length: 105 Offset: 64 (61%), Referenced to phase 2:NBTL and 6:SBT, Start of Yellow Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 4: Hickory St & North College Ave Queues 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 5 Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow (vph) 121 184 170 1312 1049 72 v/c Ratio 0.51 0.61 0.48 0.50 0.40 0.06 Control Delay 49.0 24.3 11.5 6.2 5.3 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.0 24.3 11.5 6.2 5.3 1.7 Queue Length 50th (ft) 77 39 35 144 103 2 Queue Length 95th (ft) 110 79 113 252 182 15 Internal Link Dist (ft) 250 150 860 Turn Bay Length (ft)98 95 Base Capacity (vph) 442 473 352 2616 2591 1119 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.27 0.39 0.48 0.50 0.40 0.06 Intersection Summary HCM 6th Signalized Intersection Summary 4: Hickory St & North College Ave 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 97 147 165 1273 965 66 Future Volume (veh/h) 97 147 165 1273 965 66 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 1826 1826 1811 1811 Adj Flow Rate, veh/h 121 184 170 1312 1049 72 Peak Hour Factor 0.80 0.80 0.97 0.97 0.92 0.92 Percent Heavy Veh, %335566 Cap, veh/h 265 221 379 2585 2564 1137 Arrive On Green 0.15 0.14 0.75 0.75 0.75 0.75 Sat Flow, veh/h 1767 1572 490 3561 3532 1526 Grp Volume(v), veh/h 121 184 170 1312 1049 72 Grp Sat Flow(s),veh/h/ln 1767 1572 490 1735 1721 1526 Q Serve(g_s), s 6.6 12.0 20.4 16.3 11.7 1.3 Cycle Q Clear(g_c), s 6.6 12.0 32.1 16.3 11.7 1.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 265 221 379 2585 2564 1137 V/C Ratio(X) 0.46 0.83 0.45 0.51 0.41 0.06 Avail Cap(c_a), veh/h 446 382 379 2585 2564 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.7 43.9 10.8 5.5 4.9 3.6 Incr Delay (d2), s/veh 1.2 7.9 3.8 0.7 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 5.2 2.4 5.0 3.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.9 51.9 14.6 6.2 5.4 3.7 LnGrp LOS D D BAAA Approach Vol, veh/h 305 1482 1121 Approach Delay, s/veh 47.9 7.2 5.3 Approach LOS D A A Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 84.7 20.3 84.7 Change Period (Y+Rc), s 7.5 5.5 7.5 Max Green Setting (Gmax), s 66.5 25.5 66.5 Max Q Clear Time (g_c+I1), s 34.1 14.0 13.7 Green Ext Time (p_c), s 10.1 0.8 5.2 Intersection Summary HCM 6th Ctrl Delay 10.7 HCM 6th LOS B HCM 6th TWSC 101: Access 101 & Hibdon Court 05/23/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 7 Intersection Int Delay, s/veh 4.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 18 24 28 25 44 15 Future Vol, veh/h 18 24 28 25 44 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 20 26 30 27 48 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 46 0 120 33 Stage 1 - - - - 33 - Stage 2 - - - - 87 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1562 - 876 1041 Stage 1 - - - - 989 - Stage 2 - - - - 936 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1562 - 858 1041 Mov Cap-2 Maneuver - - - - 858 - Stage 1 - - - - 989 - Stage 2 - - - - 917 - Approach EB WB NB HCM Control Delay, s 0 3.9 9.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)898 - - 1562 - HCM Lane V/C Ratio 0.071 - - 0.019 - HCM Control Delay (s) 9.3 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - HCM 6th TWSC 102: Mason St & Rescue Mission South Access 05/24/2023 2045 Bkgrd + Project - PM Peak Hour North College 1311 ODP Traffic Impact Study - Fort Collins, CO Synchro 11 Report Fox Tuttle Transportation Group Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 2 2 1 43 65 1 Future Vol, veh/h 2 2 1 43 65 1 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 65 65 65 65 65 65 Heavy Vehicles, % 2 22222 Mvmt Flow 3 3 2 66 100 2 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 171 101 102 0 - 0 Stage 1 101 ----- Stage 2 70 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 819 954 1490 - - - Stage 1 923 ----- Stage 2 953 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 818 954 1490 - - - Mov Cap-2 Maneuver 818 ----- Stage 1 922 ----- Stage 2 953 ----- Approach EB NB SB HCM Control Delay, s 9.1 0.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1490 - 881 - - HCM Lane V/C Ratio 0.001 - 0.007 - - HCM Control Delay (s) 7.4 0 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0 - - Technical Memo PO Box 272150 Fort Collins, CO 80527 11Date: February 17, 2023 To: City of Fort Collins, Planning, Development, and Transportation, Environmental Department From: Cedar Creek Associates, Inc. Subject: 1311 North College Ecological Characterization Study This Ecological Characterization Study (ECS) Memo is submitted to address City of Fort Collins Land Use Code (Section 3.4.1) requirements to identify habitats and natural resource areas on or within proximity of proposed developments. The Project Site is comprised of parcels 9702100007 and 9702100918 and is situated between Willox Lane and Hickory Street to the north/south. Mason street generally runs along the Project Site ’s eastern boundary (Figure 1). Ecological characteristics were evaluated on September 13, 2022. A data review was conducted to gather information and assist in the evaluation of potential natural biological resources within the property. The data review entailed an evaluation of online resources and publications to determine the presence or potential occurrence of important natural and biological resources. This data review included: • U.S. Fish and Wildlife Service (USFWS) Federally Listed and Proposed Endangered, Threatened, and Candidate Species and Critical Habitat as identified by the USFWS Information, Planning, and Conservation System (IPaC) Official Species List and Critical Habitat Mapper; • Migratory Bird Treaty Act (MBTA) and Bald and Golden Eagle Protection Act (BGEPA) protected species as identified on the IPAC Trust Resources Report; • T he Colorado Natural Heritage Program database statewide species and natural community tracking list for Larimer County; • Colorado Parks and Wildlife (CPW) Threatened and Endangered Species List; • City’s Natural Areas Species of Concern list (Restoration Plan 2016 -2025, 2016); • The City’s Land Use Code (Article 3, Section 3.4.1); • The City’s Natural Habitat and Features Inventory Map (2000); • The Colorado Wetland Inventory (CWI); • USFWS National Wetlands Inventory (NWI); and • US Natural Resources Conservation Service (NRCS) Web Soil Survey. The following provides a summary of information required by Fort Collins Land Use Code under 3.4.1 (D) (1) items (a) through (k). ECOLOGICAL STUDY CHARACTERIZATION CHECKLIST (a & j – General Ecological Function and Wildlife Use). Dominant vegetation supported in the uplands are non-native pasture species such as smooth brome (Bromus inermis) and orchard grass (Dactylis glomerata) along with non-native forbs such as alfalfa (Medicago sative) and prickly lettuce (Lactuca serriola). Non-native species also dominate Dry Creek, which does not exhibit bed and bank, throughout all strata. Dominant trees include the non-native species crack willow (Salix fragilis), Siberian elm (Ulmus pumila) and white popular (Populus alba) while smooth brome is dominant in the herbaceous layer. Wildlife use of the Project Site is low due to the surrounding urban development, seasonal mowing, and dominance by non-native species. The mature trees located along the drainage channel and SE boundary of the Project Site provides suitable perching, nesting, and foraging habitat for songbirds and raptors. No raptors or nests were observed in trees on the property during the site visit. Future raptor nesting in trees within the Project Site is unlikely due to surrounding human activities and the lack of suitable, adjacent foraging habitats. Wildlife species capable of existing within or using the Project Site are limited to those species that are either habitat generalists capable of existing in modified urban environments or species which use a wide variety of habitats for foraging over a large area. According to the NCRS Web Soil Survey, the Project Site is comprised mainly of Nunn clay loam 0 - 1 percent slopes. This is a poorly drained , not highly erosive soil and is not classified as hydric. The topography of the Project Site is generally level with gradual drainage into Dry Creek. Attached Photos provide representative views of the Project Site. A winter raptor nesting survey was conducted on December 5th 2022, which was after leaf fall to facilitate observation of nests. There were no raptor nests identified on any trees in or adjacent to the project area. (b & f – Wetland and Water Delineation) Dry Creek is not considered a wetland by the NWI or CWI. Additionally, an investigation of the area using methodology described in the USACE wetland delineation manual show no dominant wetland species. There is no high-water mark or evidence of flowing water, and no bed or bank is established within the extent of the channel. (c – Prominent Views) The Project Site does not provide any significant or unobstructed views of natural areas or other important visual features. (d – Native Vegetation Summary) Native vegetation is limited on the Project Site and is only present in a few small patches of Western wheatgrass (Pascopyrum smithii ) in the upland pastures and horse tail (Equisetum sp.) and showy milkweed (Asclepias speciosa) in the drainage channel . Other native woody species observed on the Project site include rose (Rosa woodsii), wild licorice (Glycyrrhiza lepidota) and narrowleaf willow (Salix exigua). A linear stand of cottonwood (Populus deltoides) trees is also present along the SE boundary of the Project Site but is lacking an herbaceous understory due to residential development. (e – Non-native Vegetation Summary) The trees present along the drainage channel and road provide suitable foraging, perching, and nesting habitat for urban adapted avifauna. They create shade, provide canopy cover, and offer aesthetic and cooling value. The ec ological value of these trees is diminished by the proximity to the residences, limited suitable habitat in the surrounding area and lack of a native herbaceous understory . (g – Sensitive Species Habitat) Showy milkweed is present in the NW portion of the Project Site. This genus (Asclepias sp.) serves as the obligate host plant for the Monarch butterfly (Danaus plexippus), a USFWS candidate species. The project area was also evaluated with regards to potential habitat for state and federal listed threatened and endangered species, and it was determined that no suitable habitat exists for Preble’s meadow jumping mouse (Zapus hudsonius preblei), Ute ladies’-tresses (Spiranthes diluvialis), or Western prairie fringed orchid (Platanthera praeclara). (h – Special Habitat Features) The most prominent ecological feature on the Project Site is Dry Creek bisecting the property , which is considered a Natural Habitat Feature by the City of Fort Collins. In accordance with Section 3.4 .1, this feature requires a 100-foot buffer zone. The channel is comprised mainly of non-native vegetation and exhibits no indication of flowing water with no establishment of a stream bed or bank. (i – Wildlife Movement Corridors) Dry Creek provides some cover and movement potential for highly mobile, urbanized wildlife species such as mule deer (Odocoileus hemionus ), raccoon (Procyon lotor), and coyote (Canis latrans). Lack of flowing water, significant native vegetation or quality surroundi ng habitat limits the Project Sites potential as a wildlife movement corridor. (k – Timing Issues) Nesting avifauna should be considered during development planning of the Project Site. Mature trees provide suitable nesting habitat for several species. To the extent possible, tree removal and ground disturbing activities should be limited during the migratory bird nesting season (February 1st to July 31st). Raptor avoidance should also be observed and should follow CPW recommended buffer zones and seasonal restrictions. (l – Proposed Mitigation) In accordance with Section 3.4 .1, a 100-foot buffer zone around the Dry Creek is warranted for the Project Site. Impacts to showy milkweed should be avoided, if possible. However, if they are disturbed, seeding of showy milkweed should be implemented in the Natural Habitat Buffer Zone as mitigation. Additionally, a qualified biologist should survey any trees that are slated for removal during the nesting season (from February 1st to July 31st). These surveys ensure compliance with the Migratory Bird Treaty Act by verifying no active bird nests are disturbed. Dry Creek 1311 North College Project Area Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1063 Date: 9/13/22 Site ID: South Pasture Description: Representative of the vegetation community within the mowed pastures. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1072 Date: 9/13/22 Site ID: Cottonwood Description: Cottonwood stand along Mason St. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1177 Date: 9/13/22 Site ID: Dry Creek Description: Representative of Dry Creek and associated upland vegetation communities. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1179 Date: 9/13/22 Site ID: Dry Creek Description: Representative of Dry Creek and associated upland vegetation communities. Dry Creek Dry Creek Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1069 Date: 9/13/22 Site ID: North Pasture Description: Representative of the north pasture un-mowed vegetation community. Milkweed present. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1070 Date: 9/13/22 Site ID: North Pasture 01 Description: Representative of the north pasture non-mowed vegetation community. Wild licorice present. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1176 Date: 9/13/22 Site ID: Dry Creek Description: Representative of misuse within Dry Creek. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: 1311 N College12-59- 00 Date: 8/17/22 Site ID: Dry Creek Description: Dry Creek along the eastern boundary Dry Creek Dry Creek N. C O L L E G E A V E N U E HICKORY STREET CONIFER STREET U N I O N P A C I F I C R . R . Sheet Of 2 Sheets MA S O N S T R E E T I N F R A S T R U C T U R E NO T I C E : Ac c o r d i n g t o C o l o r a d o l a w y o u m u s t c o m m e n c e a n y l e g a l a c t i o n b a s e d up o n a n y d e f e c t i n t h i s s u r v e y w i t h i n t h r e e y e a r s a f t e r y o u d i s c o v e r s u c h de f e c t . I n n o e v e n t m a y a n y a c t i o n b a s e d u p o n a n y d e f e c t i n t h i s s u r v e y be c o m m e n c e d m o r e t h a n t e n y e a r s a f t e r t h e d a t e o f t h e c e r t i f i c a t e s h o w n he r e o n . 1 C I T Y O F F O R T C O L L I N S S T A T E O F C O L O R A D O SURVEYOR NOTES: 1) Bearings are based on the assumption that the East line of the Northeast 1/4 of Section 2, bears S 00°38'02” W. East 1/4 corner is monumented by a 2.5" aluminum cap on a #6 rebar in a monument box; Northeast 1/4 corner is monumented by a 2.5" aluminum cap on a #6 rebar in a monument box. 2) For all information regarding easements, right-of-way or title of record, Northern Engineering relied upon Commitment No. FCC25200851, dated September 9, 2022, prepared by Land Title Guarantee Company; Commitment No. 580-F0627615-383-JNB, Amendment No. 1, dated March 4, 2019, prepared by Fidelity National Title Company; and Commitment No. FCC25200851, dated September 9, 2022. 3) The lineal unit of measurement for this plat is U.S. Survey Feet. 4) Northern Engineering or the Professional Land Surveyor listed hereon, does not have the expertise to address mineral rights, and recommends the owner retain an expert to address these matters. Northern Engineering or the Professional Land Surveyor listed hereon assumes no responsibility for the mineral rights upon the subject property. 5) A copy of the title commitment and the documents contained therein were provided to the owner, client and attorney listed hereon for their use and review. 6) Not all documents listed in the title commitment are plottable or definable by their terms. All easements that are definable by their descriptions are shown hereon with sufficient data to establish their position. Owner, Client and others should refer to the title commitment and those documents listed therein for a true understanding of all rights of way, easements, encumbrances, interests and title of record concerning the subject property. 7) For easements created by separate document and shown hereon refer to record document for specific terms. 8) Easements and other record documents shown or noted hereon were examined as to location and purpose and were not examined as to restrictions, exclusions, conditions, obligations, terms, or as to the right to grant the same. 9) Adjacent property owner information per the Larimer County Land information Locator. 10) Per CRS 38-51-105 (3)(a), (3)(b), (4)(b), (4)(c), & 5, the Developer/Owner of the subdivision plat has the requirement of providing monumentation of the interior corners created by this platting procedure within one year of the effective date of a sales contract. The Surveyor of record of said subdivision plat has only the required responsibility of providing for the on the ground monumentation of the external boundary of the subdivision plat. 11) The Professional opinion of the Surveyor is not a determination of law, nor a matter of fact. 12) The adjoining rights of way are depicted hereon for reference only and as requested by the City of Fort Collins. 13) This specific draft (5-17-23) is for client review only and not for submittal purposes SURVEYOR'S STATEMENT I, Robert C. Tessely, a Colorado Registered Professional Land Surveyor do hereby state that this Subdivision Plat was prepared from an actual survey under my personal supervision, that the monumentation as indicated hereon were found or set as shown, and that the foregoing plat is an accurate representation thereof, all this to the best of my knowledge, information and belief. For and on Behalf of Northern Engineering Robert C. Tessely Colorado Registered Professional Land Surveyor No. 38470 NOTICE ALL RESPONSIBILITIES AND COSTS OF OPERATION, MAINTENANCE AND RECONSTRUCTION OF THE PRIVATE STREETS AND/OR DRIVES LOCATED ON THE PRIVATE PROPERTY THAT IS THE SUBJECT OF THIS PLAT SHALL BE BORNE BY THE OWNERS OF SAID PROPERTY, EITHER INDIVIDUALLY, OR COLLECTIVELY, THROUGH A PROPERTY OWNERS' ASSOCIATION, IF APPLICABLE. THE CITY OF FORT COLLINS SHALL HAVE NO OBLIGATION OF OPERATION, MAINTENANCE OR RECONSTRUCTION OF SUCH PRIVATE STREETS AND/OR DRIVES NOR SHALL THE CITY HAVE ANY OBLIGATION TO ACCEPT SUCH STREETS AND/OR DRIVES AS PUBLIC STREETS OR DRIVES. OWNER: BY: ______________________________________ STATE OF COLORADO ) )ss. COUNTY OF LARIMER ) The foregoing instrument was acknowledged before me this _____ day of ___________________, 20____, by _________________________ as ___________________ of _______________________________. Witness my hand and official seal My commission expires: ________________ _______________________________ Notary Public STATEMENT OF OWNERSHIP AND SUBDIVISION: Know all persons by these presents, that the undersigned owner(s) of the following described land: Tracts of land located in the Northeast Quarter of Section 2, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado, being more particularly described as follows: Part of the NE ¼ of NE ¼ of Section 2, Township 7 North, Range 69 West of the 6th P.M., described as follows: Beginning at a point 1642.54 feet South of the Northeast corner of said Section 2, thence West 340 feet to a point of beginning; thence West 986 feet; thence South 262.8 feet; thence East 986 feet; thence North 262.8 feet to the point of beginning; County of Larimer, State of Colorado Except a tract of land located in said NE ¼ of NE ¼ of Section 2, recorded January 10, 1977 as Reception No. 178536. TOGETHER WITH: Commencing at a point 2146.7 feet South and 40 feet West of the NE corner of Section 2, Township 7 North, Range 69 West of the 6th P.M., County of Larimer, State of Colorado; thence West 280 feet; thence N 68° 20' W, 95.30 feet; thence N 35° 50' W, 254.36 feet; thence West 768.56 feet; thence South 377.36 feet; thence East 1286 feet; thence North 136 feet to the Point of Beginning; Except the following described tract of land which is also known as Martins First Addition according to plat recorded March 30, 1970 in Book 1429 at Page 750: a tract of land situated in the NE 1/4 of Section 2, Township 7 North, Range 69 West of the 6th P.M., County of Larimer, State of Colorado, being more particularly described as follows: Considering the East line of the NE 1/4 of Section 2, Township 7 North, Range 69 West of the 6th P.M., County of Larimer, State of Colorado as bearing South and with all bearings contained herein relative thereto; Commencing at the NE corner of said Section 2; thence South 2146.70 feet along the East line of the NE 1/4 of said Section 2 to the True Point of Beginning; thence again South 134.27 feet along said East line; thence West and leaving said East line 408.57 feet; thence North 169.46 feet; thence N 68° 20' E, 95.30 feet; thence East 320.00 feet to the True Point of Beginning. Said described tracts contains 571,843 square feet or 13.13 acres, more or less. For themselves and their successors in interest (collectively "Owner") have caused the above described land to be surveyed and subdivided into lots, tracts and streets as shown on this Plat to be known as MASON STREET INFRASTRUCTURE (the "Development"), subject to all easements and rights-of-way now of record or existing or indicated on this Plat. The rights and obligations of this Plat shall run with the land. CERTIFICATE OF DEDICATION: The Owner does hereby dedicate and convey to the City of Fort Collins, Colorado (hereafter “City”), for public use, forever, a permanent right-of-way for street purposes and the “Easements” as laid out and designated on this Plat; provided, however, that (1) acceptance by the City of this dedication of Easements does not impose upon the City a duty to maintain the Easements so dedicated, and (2) acceptance by the City of this dedication of streets does not impose upon the City a duty to maintain streets so dedicated until such time as the provisions of the Maintenance Guarantee have been fully satisfied. The streets dedicated on this Plat are the fee property of the City as provided in Section 31-23-107 C.R.S. The City's rights under the Easements include the right to install, operate, access, maintain, repair, reconstruct, remove and replace within the Easements public improvements consistent with the intended purpose of the Easements; the right to install, maintain and use gates in any fences that cross the Easements; the right to mark the location of the Easements with suitable markers; and the right to permit other public utilities to exercise these same rights. Owner reserves the right to use the Easements for purposes that do not interfere with the full enjoyment of the rights hereby granted. The City is responsible for maintenance of its own improvements and for repairing any damage caused by its activities in the Easements, but by acceptance of this dedication, the City does not accept the duty of maintenance of the Easements, or of improvements in the Easements that are not owned by the City. Owner will maintain the surface of the Easements in a sanitary condition in compliance with any applicable weed, nuisance or other legal requirements. Except as expressly permitted in an approved plan of development or other written agreement with the City, Owner will not install on the Easements, or permit the installation on the Easements, of any building, structure, improvement, fence, retaining wall, sidewalk, tree or other landscaping (other than usual and customary grasses and other ground cover). In the event such obstacles are installed in the Easements, the City has the right to require the Owner to remove such obstacles from the Easements. If Owner does not remove such obstacles, the City may remove such obstacles without any liability or obligation for repair and replacement thereof, and charge the Owner the City's costs for such removal. If the City chooses not to remove the obstacles, the City will not be liable for any damage to the obstacles or any other property to which they are attached. The rights granted to the City by this Plat inure to the benefit of the City's agents, licensees, permittees and assigns. MAINTENANCE GUARANTEE: The Owner hereby warrants and guarantees to the City, for a period of two (2) years from the date of completion and first acceptance by the City of the improvements warranted hereunder, the full and complete maintenance and repair of the improvements to be constructed in connection with the Development which is the subject of this Plat. This warranty and guarantee is made in accordance with the City Land Use Code and/or the Transitional Land Use Regulations, as applicable. This guarantee applies to the streets and all other appurtenant structures and amenities lying within the rights-of-way, Easements and other public properties, including, without limitation, all curbing, sidewalks, bike paths, drainage pipes, culverts, catch basins, drainage ditches and landscaping. Any maintenance and/or repair required on utilities shall be coordinated with the owning utility company or department. The Owner shall maintain said improvements in a manner that will assure compliance on a consistent basis with all construction standards, safety requirements and environmental protection requirements of the City. The Owner shall also correct and repair, or cause to be corrected and repaired, all damages to said improvements resulting from development-related or building-related activities. In the event the Owner fails to correct any damages within thirty (30) days after written notice thereof, then said damages may be corrected by the City and all costs and charges billed to and paid by the Owner. The City shall also have any other remedies available to it as authorized by law. Any damages which occurred prior to the end of said two (2) year period and which are unrepaired at the termination of said period shall remain the responsibility of the Owner. REPAIR GUARANTEE: In consideration of the approval of this final Plat and other valuable consideration, the Owner does hereby agree to hold the City harmless for a five (5) year period, commencing upon the date of completion and first acceptance by the City of the improvements to be constructed in connection with the development which is the subject of this Plat, from any and all claims, damages, or demands arising on account of the design and construction of public improvements of the property shown herein; and the Owner furthermore commits to make necessary repairs to said public improvements, to include, without limitation, the roads, streets, fills, embankments, ditches, cross pans, sub-drains, culverts, walls and bridges within the right-of-way, Easements and other public properties, resulting from failures caused by design and/or construction defects. This agreement to hold the City harmless includes defects in materials and workmanship, as well as defects caused by or consisting of settling trenches, fills or excavations. Further, the Owner warrants that he/she owns fee simple title to the property shown hereon and agrees that the City shall not be liable to the Owner or his/her successors in interest during the warranty period, for any claim of damages resulting from negligence in exercising engineering techniques and due caution in the construction of cross drains, drives, structures or buildings, the changing of courses of streams and rivers, flooding from natural creeks and rivers, and any other matter whatsoever on private property. Any and all monetary liability occurring under this paragraph shall be the liability of the Owner. I further warrant that I have the right to convey said land according to this Plat. NOTICE OF OTHER DOCUMENTS: All persons take notice that the Owner has executed certain documents pertaining to this Development which create certain rights and obligations of the Development, the Owner and/or subsequent Owners of all or portions of the Development site, many of which obligations constitute promises and covenants that, along with the obligations under this Plat, run with the land. The said documents may also be amended from time to time and may include, without limitation, the Development Agreement, Site And Landscape Covenants, Final Site Plan, Final Landscape Plan, and Architectural Elevations, which documents are on file in the office of the clerk of the City and should be closely examined by all persons interested in purchasing any portion of the Development site. ATTORNEY'S CERTIFICATION I hereby certify that this Subdivision Plat has been duly executed as required pursuant to Section 2.2.3(C)(3)(a) through (e) inclusive of the Land Use Code of the City of Fort Collins and that all persons signing this Subdivision Plat on behalf of a corporation or other entity are duly authorized signatories under the laws of the State of Colorado. This Certification is based upon the records of the Clerk and Recorder of Larimer County, Colorado as of the date of execution of the Plat and other information discovered by me through reasonable inquiry and is limited as authorized by Section 2.2.3(C)(3)(f) of the Land Use Code. Attorney: _____________________________________ Address: Registration No.: APPROVED AS TO FORM, CITY ENGINEER By the City Engineer of the City of Fort Collins, Colorado this ______day of _____________ A.D., 20_____. ____________________________________________________ City Engineer DIRECTOR OF COMMUNITY DEVELOPMENT AND NEIGHBORHOOD SERVICES APPROVAL By the Director of Community Development and Neighborhood Services the City of Fort Collins, Colorado this _____ day of ___________ A.D., 20_____. ____________________________________________________ Director of Community Development and Neighborhood Services LIENHOLDER: BY: ______________________________________ STATE OF COLORADO ) )ss. COUNTY OF LARIMER ) The foregoing instrument was acknowledged before me this _____ day of ___________________, 20____, by __________________________ as ______________________________ of ______________________________. Witness my hand and official seal My commission expires: ________________ _______________________________ Notary Public NOTES AT THE REQUEST OF THE CITY OF FORT COLLINS: ·Notes as requested by the City of Fort Collins and listed hereon are being required as a condition of approval by the City of Fort Collins. ·There shall be no private conditions, covenants or restrictions that prohibit or limit the installation of resource conserving equipment or landscaping that are allowed by Sections 12-120 - 12-122 of the City code. ·FLOOD ZONE DESIGNATION: Said described property is located within an area having a Zone Designation "X" (area of minimal risk) by the Federal Emergency Management Agency (FEMA), on Flood Insurance Rate Map No. 08069C0977G, with a date of identification of 06/17/2008, for Community No. 08102 , in City of Fort Collins, Larimer County, State of Colorado, which is the current Flood Insurance Rate Map for the community in which said premises is situated. DRAFT 5-24-23 PRELIMINA R Y - N O T F O R C O N S T R U C T I O N , RECORDIN G P U R P O S E S O R I M P L E M E N T A T I O N NOTES TO BE REMOVED PRIOR TO SURVEYOR FINALIZING SURVEY: A. This survey is a draft only. Monuments have not been set or upgraded. Monuments will be set and/or upgraded prior to finalizing and/or recording. “Set” corner information depicted hereon is for reference purposes only. B. A current title commitment will be provided to the surveyor prior to final submittal. MASON STREET INFRASTRUCTURE A TRACT OF LAND LOCATED IN THE NORTHEAST QUARTER OF SECTION 2, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO VICINITY MAPNORTH SITE Klara Rossouw Ripley Design, Inc. 419 Canyon Avenue #200 Fort Collins, Colorado 80521 (970) 224-5828 Chreyl Zimlich 262 E. Mountain Avenue Fort Collins, CO 80524 Northern Engineering Services, Inc. Blaine Mathisen, PE 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 PLANNER/ LANDSCAPE ARCHITECT OWNER/APPLICANT SITE ENGINEER Northern Engineering Services, Inc. Bob Tessely, PLS 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 SITE SURVEYOR FND 80d NAIL FND #4 REBAR W/1.5" ALUMINUM CAP CDOT ROW 31169 FND #4 REBAR W/1.5" ALUMINUM CAP CDOT ROW 31169 FND NAIL & BRASS TAG CDOT ROW 31169 FND #4 REBAR NO CAPFND #4 REBAR W/OPC, LS 33642, KSI FND #4 REBAR W/OPC, LS 33642, KSI FND #4 REBAR W/OPC, LS 33642, KSI FND #4 REBAR W/OPC, LS 33642, KSI FND #4 REBAR W/OPC, LS 33642, KSI FND #4 REBAR NO CAP, BENT NOT ACCEPTED FND #4 REBAR W/YPC, LS 32444 FND #4 REBAR W/OPC, ILLEGIBLE NOT ACCEPTED 20' WATERLINE AND ROW EASEMENT REC. NO. 85040113 10' PSC GAS EASEMENT BOOK 1430 PAGE 930 24' NOTICE OF CITY WEST SIDE ACCESS ROAD/ PUBLIC ACCESS ALIGNMENT REC. NO. 20140051199 VACATED BY THIS PLAT 30' R.O.W. EASEMENT REC. NO. 96005063 & NON-EXCLUSIVE ROADWAY/ACCESS BK 2125 PG 1500 UNPLATTED REC. NO. 1997002281 OWNER: HOYT JOHN R UNPLATTED REC. NO. 20100044166 OWNER: GRATITUDE LLC OWNER: HAINES BRANDON KUHRT MARTINS 1ST ADDITION AKA MUSTANG SUBDIVISION UNPLATTED REC. NO. 97027464 OWNER: QR INC OWNER: QR INC LOT ONE VALLEY STEEL & WIRE SUBDIVISION OWNER: NCFS LLC LOT 1 NORTHERN COLORADO FEEDERS SUPPLY SUB., 1ST UNPLATTED OWNER: MCNUTT PATRICIA N0 0 ° 4 7 ' 2 8 " E 2 6 2 . 8 0 ' S89°21'09"E 671.11' S0 0 ° 3 8 ' 2 8 " W 6 8 . 4 2 ' C 2 S 4 3 ° 0 9 ' 3 8 " E 1 5 6 . 8 2 ' LOT 1 353,367 sq. ft. 8.112 ac. LOT 2 115,207 sq. ft. 2.645 ac. T R A C T A D U & A E 5, 4 7 2 s q . f t . 0. 1 2 6 a c . S00°38'28"W 23.42' C 1 S 4 3 ° 0 9 ' 3 8 " E 1 2 0 . 8 2 ' S0 0 ° 0 0 ' 0 0 " E 34 6 . 9 7 ' S 3 7 ° 1 7 ' 4 6 " E 1 5 8 . 1 5 ' S69°0 1 ' 5 8 " E 92.22' S87°55'32"E 71.28' N52° 1 6 ' 5 1 " E 106.1 7 ' C 4 C7 C 3 N89°21'09"W 14.12' 10' UTILITY EASEMENT BK 1572 PG 322 6' UTILITY EASEMENT BK 1658 PG 746 3' POWER LINE EASEMENT TO CITY OF FORT COLLINS BK 1475 PG 941 VACATED BY THIS PLAT R.O.W. AGREEMENT WITH UNION PACIFIC RAILROAD FOR THE PURPOSE OF IRRIGATION DITCH & IRRIGATION WATER UNSPECIFIED WIDTH BK 813 PG 27 TO BE VACATED PER LANGUAGE FOUND ON PAGE 28 OF SAID DOCUMENT 6' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING 16' RIGHT OF WAY EASEMENT BK 929 PG 30 45' ROW BK 1743 PG 632 24' NON-EXCLUSIVE PUBLIC ACCESS EASEMENT TO CITY OF FORT COLLINS REC. NO. 20140038802 VACATED BY THIS PLAT 10' UTILITY EASEMENT BK 1658 PG 746 NO R T H C O L L E G E A V E N U E (R O W W I D T H V A R I E S ) HIBDON COURT (60' ROW PER BREW SUBDIVISION, FIRST FILING) BA S I S O F B E A R I N G S S0 0 ° 3 8 ' 0 2 " W 2 6 1 0 . 1 8 ' 35.5'35.5' 35.5 ' UNPLATTED OWNER: D AND S MOTELS INC. UNPLATTED REC. NO. 2012008876 OWNER: THOMPSON PROPERTIES LLCOWNER: WOOD RONALD G/ JENNIFER L/WILLARD E UN P L A T T E D UNPLATTED REC. NO. 20190034364 OWNER: WANKIER LANCE FND #4 REBAR w/ BPC, LS 38470 FND #4 REBAR w/ BPC, LS 38470 FND #4 REBAR w/ BPC, LS 38470 53.5' PERPETUAL EASEMENT FOR ELECTRIC POWER TRANSMISSION LINE BOOK 923 PAGE 282 24' ACCESS EASEMENT REC. NO. 20140036292 20' UTILITY EASEMENT PER VALLEY STEEL & WIRE SUBDIVISION PLAT 6' UTILITY EASEMENT REC. NO. 2006-0068858 & REC. NO. 2006-0068859 FND #4 REBAR NO CAP ACCESS EASEMENT REC. NO. 20140012394 16 2 7 . 5 4 ' 56 . 0 0 ' 24 1 . 5 5 ' S89°21'56"E 285.02' (TIE) S89°21'56"E 54.98' N89°33'49"W 54.99' S0 0 ° 3 8 ' 5 1 " W 2 1 7 . 8 0 ' N89°21'09"W 217.48' S 3 5 ° 1 3 ' 5 6 " E 2 5 4 . 1 7 ' S0 0 ° 4 0 ' 0 3 " W 1 6 9 . 9 6 ' N89°19'07"W 914.07' N0 0 ° 4 6 ' 5 2 " E 3 7 5 . 3 7 ' S00°38'53"W 45.00' S89°21'09"E 310.00' LOT 3 56,319 sq. ft. 1.293 ac. PART OF TRI-CO SUBDIVISION N89°21'56"W 58.91' N89°21'56"W 261.09' N67° 4 1 ' 5 6 " W 95.30 ' 10' UTILITY EASEMENT BK 1658 PG 746 LOT 2 PART OF LOT 1 BREW SUBDIVISION FIRST FILING 22 1 . 6 1 ' FND #4 REBAR W/1.5" ALUMINUM CAP, ILLEGIBLE FND #4 REBAR NO CAP FND 1" DISK, LS 31169 S89°20'16"E 62.33' 13 4 . 9 8 ' 32 8 . 5 0 ' CENTERLINE OF EXISTING IRRIGATION DITCH S89°22'00"E 284.84' (TIE) S0 0 ° 3 8 ' 0 2 " W 14 1 . 9 2 ' 71.0' R.O.W . 35.5 ' C 8 S 4 3 ° 0 9 ' 3 8 " E 8 3 . 8 4 ' 30.77' 40.24' S00°38'28"W 23.42' C 5 209.43'430.91' 51 . 1 5 ' 269.76' C 6 16.28' 51 . 2 7 ' 51 . 2 6 ' 9' UTILITY EASEMENT 9' UTILITY EASEMENT 9' UTILITY EASEMENT EAST 1/4 CORNER OF SECTION 2 TWP 7 NORTH-RE 69 WEST FND #6 REBAR W/2.5" ALUMINUM CAP 0.5' BELOW ASPHALT IN MONUMENT BOX C.O.F.C.T7N R69W 1/42017 S2 S1 PLS 31169 NE CORNER OF SECTION 2 TWP 7 NORTH-RE 69 WEST FND #6 REBAR W/2.5" ALUMINUM CAP 0.5' BELOW ASPHALT IN MONUMENT BOX C.O.F.C.T8N R69W T7N R69W2010 S35 S36 PLS 17497 S2 S1 CURVE TABLE CURVE C1 C2 C3 C4 C5 C6 C7 C8 DELTA 43°48'06" 43°48'06" 39°20'20" 4°27'46" 43°48'06" 22°11'54" 0°20'39" 21°36'12" RADIUS 550.01' 585.51' 585.51' 585.51' 514.51' 514.51' 164.50' 514.51' LENGTH 420.47' 447.61' 402.01' 45.60' 393.33' 199.34' 0.99' 194.00' BEARING S21°15'35"E S21°15'35"E S19°01'42"E S40°55'45"E S21°15'35"E N10°27'29"W S42°59'19"E S32°21'32"E CHORD 410.31' 436.79' 394.16' 45.59' 383.82' 198.09' 0.99' 192.85' Sheet Of 2 Sheets MA S O N S T R E E T I N F R A S T R U C T U R E NO T I C E : Ac c o r d i n g t o C o l o r a d o l a w y o u m u s t c o m m e n c e a n y l e g a l a c t i o n b a s e d up o n a n y d e f e c t i n t h i s s u r v e y w i t h i n t h r e e y e a r s a f t e r y o u d i s c o v e r s u c h de f e c t . I n n o e v e n t m a y a n y a c t i o n b a s e d u p o n a n y d e f e c t i n t h i s s u r v e y be c o m m e n c e d m o r e t h a n t e n y e a r s a f t e r t h e d a t e o f t h e c e r t i f i c a t e s h o w n he r e o n . 2 C I T Y O F F O R T C O L L I N S S T A T E O F C O L O R A D O MASON STREET INFRASTRUCTURE A TRACT OF LAND LOCATED IN THE NORTHEAST QUARTER OF SECTION 2, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO NORTH For and on behalf of Northern Engineering Services, Inc. Robert C. Tessely Colorado Registered Professional Land Surveyor No. 38470 PRELIMINARY LEGEND BOUNDARY LINE EXISTING RIGHT-OF-WAY EASEMENT LINE LOT LINE FOUND PROPERTY CORNER AS DESCRIBED SET 18" #4 REBAR WITH 1" BLUE PLASTIC CAP, PLS 38470 FOUND SECTION CORNER AS DESCRIBED SECTION LINE RIGHT OF WAYROW EXISTING EASEMENT LINE DRAINAGE, UTILITY & ACCESS EASEMENTDU&AE DRAFT 5-24-23 PRELIMINA R Y - N O T F O R C O N S T R U C T I O N , RECORDIN G P U R P O S E S O R I M P L E M E N T A T I O N LAND USE TABLE PARCEL AREA PERCENT USE OWNED & MAINTAINED BY TRACT A 5,472 S.F.0.13 A.C.0.96%Drainage, Utility & Access Easement Property Owner LOT 1 353,367 S.F.8.11 A.C.61.79%Property Owner LOT 2 115,207 S.F.2.64 A.C.20.15%Property Owner LOT 3 56,319 S.F.1.29 A.C.9.85%Property Owner PROPOSED ROW 41,478 S.F.0.95 A.C.7.25%Right of Way City of Fort Collins TOTAL 571,843 S.F.13.13 A.C.100.00% Drainage Easement Future Development Future Development Technical Memo PO Box 272150 Fort Collins, CO 80527 11Date: February 17, 2023 To: City of Fort Collins, Planning, Development, and Transportation, Environmental Department From: Cedar Creek Associates, Inc. Subject: 1311 North College Ecological Characterization Study This Ecological Characterization Study (ECS) Memo is submitted to address City of Fort Collins Land Use Code (Section 3.4.1) requirements to identify habitats and natural resource areas on or within proximity of proposed developments. The Project Site is comprised of parcels 9702100007 and 9702100918 and is situated between Willox Lane and Hickory Street to the north/south. Mason street generally runs along the Project Site ’s eastern boundary (Figure 1). Ecological characteristics were evaluated on September 13, 2022. A data review was conducted to gather information and assist in the evaluation of potential natural biological resources within the property. The data review entailed an evaluation of online resources and publications to determine the presence or potential occurrence of important natural and biological resources. This data review included: • U.S. Fish and Wildlife Service (USFWS) Federally Listed and Proposed Endangered, Threatened, and Candidate Species and Critical Habitat as identified by the USFWS Information, Planning, and Conservation System (IPaC) Official Species List and Critical Habitat Mapper; • Migratory Bird Treaty Act (MBTA) and Bald and Golden Eagle Protection Act (BGEPA) protected species as identified on the IPAC Trust Resources Report; • T he Colorado Natural Heritage Program database statewide species and natural community tracking list for Larimer County; • Colorado Parks and Wildlife (CPW) Threatened and Endangered Species List; • City’s Natural Areas Species of Concern list (Restoration Plan 2016 -2025, 2016); • The City’s Land Use Code (Article 3, Section 3.4.1); • The City’s Natural Habitat and Features Inventory Map (2000); • The Colorado Wetland Inventory (CWI); • USFWS National Wetlands Inventory (NWI); and • US Natural Resources Conservation Service (NRCS) Web Soil Survey. The following provides a summary of information required by Fort Collins Land Use Code under 3.4.1 (D) (1) items (a) through (k). ECOLOGICAL STUDY CHARACTERIZATION CHECKLIST (a & j – General Ecological Function and Wildlife Use). Dominant vegetation supported in the uplands are non-native pasture species such as smooth brome (Bromus inermis) and orchard grass (Dactylis glomerata) along with non-native forbs such as alfalfa (Medicago sative) and prickly lettuce (Lactuca serriola). Non-native species also dominate Dry Creek, which does not exhibit bed and bank, throughout all strata. Dominant trees include the non-native species crack willow (Salix fragilis), Siberian elm (Ulmus pumila) and white popular (Populus alba) while smooth brome is dominant in the herbaceous layer. Wildlife use of the Project Site is low due to the surrounding urban development, seasonal mowing, and dominance by non-native species. The mature trees located along the drainage channel and SE boundary of the Project Site provides suitable perching, nesting, and foraging habitat for songbirds and raptors. No raptors or nests were observed in trees on the property during the site visit. Future raptor nesting in trees within the Project Site is unlikely due to surrounding human activities and the lack of suitable, adjacent foraging habitats. Wildlife species capable of existing within or using the Project Site are limited to those species that are either habitat generalists capable of existing in modified urban environments or species which use a wide variety of habitats for foraging over a large area. According to the NCRS Web Soil Survey, the Project Site is comprised mainly of Nunn clay loam 0 - 1 percent slopes. This is a poorly drained , not highly erosive soil and is not classified as hydric. The topography of the Project Site is generally level with gradual drainage into Dry Creek. Attached Photos provide representative views of the Project Site. A winter raptor nesting survey was conducted on December 5th 2022, which was after leaf fall to facilitate observation of nests. There were no raptor nests identified on any trees in or adjacent to the project area. (b & f – Wetland and Water Delineation) Dry Creek is not considered a wetland by the NWI or CWI. Additionally, an investigation of the area using methodology described in the USACE wetland delineation manual show no dominant wetland species. There is no high-water mark or evidence of flowing water, and no bed or bank is established within the extent of the channel. (c – Prominent Views) The Project Site does not provide any significant or unobstructed views of natural areas or other important visual features. (d – Native Vegetation Summary) Native vegetation is limited on the Project Site and is only present in a few small patches of Western wheatgrass (Pascopyrum smithii ) in the upland pastures and horse tail (Equisetum sp.) and showy milkweed (Asclepias speciosa) in the drainage channel . Other native woody species observed on the Project site include rose (Rosa woodsii), wild licorice (Glycyrrhiza lepidota) and narrowleaf willow (Salix exigua). A linear stand of cottonwood (Populus deltoides) trees is also present along the SE boundary of the Project Site but is lacking an herbaceous understory due to residential development. (e – Non-native Vegetation Summary) The trees present along the drainage channel and road provide suitable foraging, perching, and nesting habitat for urban adapted avifauna. They create shade, provide canopy cover, and offer aesthetic and cooling value. The ec ological value of these trees is diminished by the proximity to the residences, limited suitable habitat in the surrounding area and lack of a native herbaceous understory . (g – Sensitive Species Habitat) Showy milkweed is present in the NW portion of the Project Site. This genus (Asclepias sp.) serves as the obligate host plant for the Monarch butterfly (Danaus plexippus), a USFWS candidate species. The project area was also evaluated with regards to potential habitat for state and federal listed threatened and endangered species, and it was determined that no suitable habitat exists for Preble’s meadow jumping mouse (Zapus hudsonius preblei), Ute ladies’-tresses (Spiranthes diluvialis), or Western prairie fringed orchid (Platanthera praeclara). (h – Special Habitat Features) The most prominent ecological feature on the Project Site is Dry Creek bisecting the property , which is considered a Natural Habitat Feature by the City of Fort Collins. In accordance with Section 3.4 .1, this feature requires a 100-foot buffer zone. The channel is comprised mainly of non-native vegetation and exhibits no indication of flowing water with no establishment of a stream bed or bank. (i – Wildlife Movement Corridors) Dry Creek provides some cover and movement potential for highly mobile, urbanized wildlife species such as mule deer (Odocoileus hemionus ), raccoon (Procyon lotor), and coyote (Canis latrans). Lack of flowing water, significant native vegetation or quality surroundi ng habitat limits the Project Sites potential as a wildlife movement corridor. (k – Timing Issues) Nesting avifauna should be considered during development planning of the Project Site. Mature trees provide suitable nesting habitat for several species. To the extent possible, tree removal and ground disturbing activities should be limited during the migratory bird nesting season (February 1st to July 31st). Raptor avoidance should also be observed and should follow CPW recommended buffer zones and seasonal restrictions. (l – Proposed Mitigation) In accordance with Section 3.4 .1, a 100-foot buffer zone around the Dry Creek is warranted for the Project Site. Impacts to showy milkweed should be avoided, if possible. However, if they are disturbed, seeding of showy milkweed should be implemented in the Natural Habitat Buffer Zone as mitigation. Additionally, a qualified biologist should survey any trees that are slated for removal during the nesting season (from February 1st to July 31st). These surveys ensure compliance with the Migratory Bird Treaty Act by verifying no active bird nests are disturbed. Dry Creek 1311 North College Project Area Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1063 Date: 9/13/22 Site ID: South Pasture Description: Representative of the vegetation community within the mowed pastures. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1072 Date: 9/13/22 Site ID: Cottonwood Description: Cottonwood stand along Mason St. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1177 Date: 9/13/22 Site ID: Dry Creek Description: Representative of Dry Creek and associated upland vegetation communities. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1179 Date: 9/13/22 Site ID: Dry Creek Description: Representative of Dry Creek and associated upland vegetation communities. Dry Creek Dry Creek Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1069 Date: 9/13/22 Site ID: North Pasture Description: Representative of the north pasture un-mowed vegetation community. Milkweed present. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1070 Date: 9/13/22 Site ID: North Pasture 01 Description: Representative of the north pasture non-mowed vegetation community. Wild licorice present. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: IMG_1176 Date: 9/13/22 Site ID: Dry Creek Description: Representative of misuse within Dry Creek. Project Name: 1311 North College Location: Fort Collins, Colorado Photo ID Number: 1311 N College12-59- 00 Date: 8/17/22 Site ID: Dry Creek Description: Dry Creek along the eastern boundary Dry Creek Dry Creek NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY 1 | 3 May 24, 2023 Stormwater Department City of Fort Collins 700 Wood Street Fort Collins, Colorado 80521 RE: PRELIMINARY DRAINAGE MEMORANDUM FOR MASON STREET INFRASTRUCTURE FORT COLLINS, COLORADO NE PROJECT NUMBER: 1971-001 Dear City Staff: This memo accompanies the submittal for the Mason Street Infrastructure Preliminary Development Plan (PDP). Specifically, this memo serves to document the overall drainage impacts associated with the proposed development. As each lot develops it will need to follow the Fort Collins Stormwater Criteria Manual and this Preliminary Drainage Memo. The proposed development site is comprised of two properties located east of N College Ave and north of Hickory Street. The overall site is roughly 13.45 acres in size. The site is situated around N Mason Street and Hibdon Court and will establish several lots for potential future development. The proposed development is comprised of three lots (Lot 1, Lot 2 & Lot 3), Mason Street widening and right of way dedication, and a single future development tract. The figure below shows the impacted properties. The subject properties are not located in a FEMA or City of Fort Collins regulatory floodplain. The site is currently zoned as Service Commercial District (C-S) and there are no structures on site. Figure 1: Aerial Photograph NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY 2 | 3 The proposed development site is in the City of Fort Collins Dry Creek Master Drainage Basin. Detention requirements for this basin are to detain the difference between the 100-year development inflow rate and the historic 2-year release rate. In the Dry Creek Basin the 2-year historic release rate is 0.2 cfs/acre. With future development, the lots surrounding N Mason Street will be responsible for providing water quality treatment and Low impact development (LID) per the Fort Collins Stormwater Criteria Manual. This development will provide the interim condition for the Hickory Regional Detention Pond. The interim regional pond will be designed to maintain the existing detention pond volume (4 ac.ft.) as well as include any additional detention required for the future development of Lot 2 and areas included in the ‘A’ Basins. Detention and water quality treatment for all ‘B’ Basins will be determined with future development of Lot 3. The existing elevations in the area prevent an adequate slope through the regional pond in the interim. A series of dry wells will be installed to prevent stagnant water in the pond bottom. There is an existing outfall pipe at the southeast corner of the site that will be maintained with the interim regional pond. Runoff will be restricted and released just upstream of the existing site outfall to minimize the impact to downstream infrastructure. The release rate was determined based on the acreage of the proposed site. This is a conservative interim flowrate which does not take into account offsite basins. See the table below for a summary of the Hickory Regional Detention Pond. The site does receive notable runoff from adjacent properties which are detained in an existing detention pond onsite. The interim Hickory Pond will incorporate the existing detention volume and release rate in the interim condition. Additional analysis of these offsite flows will be performed with the Ultimate Hickory Regional Detention Pond and designed by the City of Fort Collins. Major Basin A Major Basin A encompasses the west side of N Mason Street and has a size of 11.28 acres. This basin includes the interim Hickory Regional Detention Pond (Lot 1) and area for future development (Lot 2). Basins A2-5 assume a future impervious value for Lot 2. Further analysis and adjustments will be provided with the future development of Lot 2. In the Interim condition, detention and standard water quality will be provided in the Interim Hickory Regional Detention Pond. Low Impact Development (LID) treatment will be required with the future development of Lot 2. Major Basin B Major Basin B encompasses the east side of N Mason Street and has a size of 2.16 acres. This basin includes a portion of the adjacent road and an area for future development (Lot 3). Basin B will follow the historic drainage paths east of Mason Street. A majority of the existing basin sheet flows to the adjacent property to the east. Runoff from Hibdon Court and a portion of N Mason Street is conveyed through a series of existing storm drains and roadside ditches to the site outfall location in the southeast corner of the site. Detention location and volume will be determined with the future development of Lot 3. Low Impact Development and water quality treatment will be required with the future development of Lot 3. NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY 3 | 3 Interim Hickory Regional Detention Pond Summary Description Required Provided Notes Detention Pond 1.394 ac. ft. 19.23 ac. ft. Detention Volume required for ‘A’ Basins Water Quality Treatment 5478 ac. ft. 5,478 ac. ft. Standard water quality treatment for Major Basin A Required Release Rate 2.26 cfs 2.26 cfs Release rate per Dry Creek Basin Criteria (11.28ac*0.2cfs/ac) Notes: Table 1: Detention Pond Summary In summary, this Preliminary Drainage Memo addresses any potential stormwater changes associated with the proposed Mason Street Infrastructure project. Additional Water quality & LID treatment to meet the City requirements will be provided with the future development of Lots 2 & 3. All existing downstream drainage facilities are expected to not be impacted negatively by this development. The PDP complies with the governing City of Fort Collins Master Drainage Plans and Stormwater Criteria Manual. Sincerely, NORTHERN ENGINEERING SERVICES, INC. MASON RUEBEL, PE Project Engineer 1) LID Treatment for 'A' Basins will be determined with future development 2) Detention and water quality treatment for 'B' Basins will be determined with future development NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: N MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY APPENDIX APPENDIX A HYDROLOGIC COMPUTATIONS Runoff Coefficient1 Percent Impervious1 Project: Location: 0.95 100%Calc. By: 0.95 90%Date: 0.50 40% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres) Gravel (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 A1 353,448 8.11 0.00 0.00 0.00 0.00 8.11 2% 0.20 0.20 0.20 0.25 A2 51,700 1.19 0.70 0.00 0.00 0.00 0.49 60% 0.64 0.64 0.64 0.80 A3 20,207 0.46 0.28 0.00 0.00 0.00 0.19 60% 0.65 0.65 0.65 0.81 A4 27,101 0.62 0.37 0.00 0.00 0.00 0.25 60% 0.64 0.64 0.64 0.80 A5 16,210 0.37 0.22 0.00 0.00 0.00 0.15 60% 0.64 0.64 0.64 0.81 A6 8,892 0.20 0.17 0.00 0.00 0.00 0.03 85% 0.84 0.84 0.84 1.00 A7 5,782 0.13 0.08 0.00 0.00 0.00 0.05 61% 0.65 0.65 0.65 0.81 A8 8,112 0.19 0.15 0.00 0.00 0.00 0.03 83% 0.82 0.82 0.82 1.00 B1 16,311 0.37 0.11 0.00 0.00 0.00 0.26 31% 0.42 0.42 0.42 0.53 B2 13,729 0.32 0.17 0.00 0.00 0.00 0.14 55% 0.61 0.61 0.61 0.76 B3 64,249 1.47 0.06 0.00 0.00 0.00 1.41 6% 0.23 0.23 0.23 0.29 A 491,452 11.28 1.97 0.00 0.00 0.00 9.31 19% 0.33 0.33 0.33 0.41 B 94,289 2.16 0.34 0.00 0.00 0.00 1.82 17% 0.32 0.32 0.32 0.40 Total 585,741 13.45 2.31 0.00 0.00 0.00 11.14 19% 0.33 0.33 0.33 0.41 DEVELOPED RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Gravel Streets, Parking Lots, Roofs, Alleys, and Drives: Character of Surface:N Mason Street Infrastructure Fort Collins M. Ruebel May 16, 2023 Lawns and Landscaping: Combined Basins 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. Notes: 1) Basin A2, A3, A4, & A5 use an assumed impervious percentage for future development. ####### Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface n Flow Area3 (sq.ft.) WP3 (ft)R (ft)V (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100- Yr (min) Tc 100-Yr (min) a1 A1 300 1.00%29.15 29.15 27.53 1,063 0.10%Valley Pan 0.02 6.00 10.25 0.59 2.20 8.06 17.57 37.21 17.57 37.21 17.57 35.59 17.57 a2 A2 130 2.00%7.74 7.74 5.02 N/A Valley Pan 0.02 6.00 10.25 N/A N/A 0.00 10.72 7.74 7.74 7.74 7.74 5.02 5.02 a3 A3 100 2.00%6.75 6.75 4.35 N/A Valley Pan 0.02 6.00 10.25 N/A N/A 0.00 10.56 6.75 6.75 6.75 6.75 4.35 5.00 a4 A4 100 2.00%6.79 6.79 4.40 N/A Gutter 0.02 3.61 19.18 N/A N/A 0.00 10.56 6.79 6.79 6.79 6.79 4.40 5.00 a5 A5 100 3.00%5.91 5.91 3.82 100 1.00%Swale (4:1)0.02 4.00 8.25 0.48 6.13 0.27 11.11 6.18 6.18 6.18 6.18 4.09 5.00 a6 A6 21 2.20%1.74 1.74 0.66 182 0.50%Gutter 0.02 3.61 19.18 0.19 2.31 1.31 11.13 3.06 5.00 3.06 5.00 1.97 5.00 a7 A7 21 2.20%2.97 2.97 1.91 120 2.50%Gutter 0.02 3.61 19.18 0.19 5.16 0.39 10.78 3.36 5.00 3.36 5.00 2.29 5.00 a8 A8 21 2.20%1.86 1.86 0.66 190 2.00%Gutter 0.02 3.61 19.18 0.19 4.62 0.69 11.17 2.55 5.00 2.55 5.00 1.34 5.00 b1 B1 35 2.00%5.95 5.95 5.03 200 0.10%Swale (4:1)0.02 4.00 8.25 0.48 1.94 1.72 11.31 7.67 7.67 7.67 7.67 6.75 6.75 b2 B2 35 2.00% 4.34 4.34 3.01 200 0.50% Swale (8:1) 0.02 8.00 16.12 0.50 4.40 0.76 11.31 5.10 5.10 5.10 5.10 3.77 5.00 b3 B3 281 0.50%34.32 34.32 32.04 N/A Gutter 0.02 3.61 19.18 N/A N/A 0.00 11.56 34.32 11.56 34.32 11.56 32.04 11.56 Notes S = Longitudinal Slope, feet/feet R = Hydraulic Radius (feet) n = Roughness Coefficient V = Velocity (ft/sec)WP = Wetted Perimeter (ft) DEVELOPED TIME OF CONCENTRATION COMPUTATIONS Location: Maximum Tc:Overland Flow, Time of Concentration: Channelized Flow, Velocity:Channelized Flow, Time of Concentration: N Mason Street Infrastructure Fort Collins M. Ruebel May 16, 2023 Project: Calculations By: Date: Design Point Basin ID Overland Flow Channelized Flow Time of Concentration (Equation 3.3-2 per Fort Collins StormwaterManual) 1.87 1.1 ∗ 1.49 ∗ / ∗ (Equation 5-4 per Fort Collins StormwaterManual) 180 10 (Equation 3.3-5 per Fort Collins StormwaterManual) ∗ 60 (Equation 5-5 per Fort Collins 1) Add 4900 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. Tc2 Tc10 Tc100 C2 C10 C100 I2 I10 I100 QWQ Q2 Q10 Q100 a1 A1 8.11 17.6 17.6 17.6 0.2 0.2 0.3 1.7 2.9 6.0 1.4 2.8 4.8 12.2 a2 A2 1.19 7.7 7.7 5.0 0.6 0.6 0.8 2.5 4.2 10.0 0.9 1.9 3.2 9.5 a3 A3 0.46 6.7 6.7 5.0 0.6 0.6 0.8 2.6 4.4 10.0 0.4 0.8 1.3 3.7 a4 A4 0.62 6.8 6.8 5.0 0.6 0.6 0.8 2.6 4.4 10.0 0.5 1.0 1.8 5.0 a5 A5 0.37 6.2 6.2 5.0 0.6 0.6 0.8 2.7 4.6 10.0 0.3 0.6 1.1 3.0 a6 A6 0.20 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.2 0.5 0.8 2.0 a7 A7 0.13 5.0 5.0 5.0 0.6 0.6 0.8 2.9 4.9 10.0 0.1 0.2 0.4 1.1 a8 A8 0.19 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.2 0.4 0.7 1.9 b1 B1 0.37 7.7 7.7 6.7 0.4 0.4 0.5 2.5 4.2 9.1 0.2 0.4 0.7 1.8 b2 B2 0.32 5.1 5.1 5.0 0.6 0.6 0.8 2.9 4.9 10.0 0.3 0.5 0.9 2.4 b3 B3 1.47 11.6 11.6 11.6 0.2 0.2 0.3 2.1 3.6 7.3 0.4 0.7 1.2 3.1 Fort Collins Project: Location: Calc. By: Flow (cfs) Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual Rational Equation: Q = CiA (Equation 6-1 per MHFD) DEVELOPED DIRECT RUNOFF COMPUTATIONS Intensity N Mason Street Infrastructure M. Ruebel May 16, 2023 Design Point Basin Area (acres) Runoff CTc (Min) Date: NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: N MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY APPENDIX APPENDIX B DETENTION POND COMPUTATIONS Date:05/16/23 Pond No.: A1 100-yr WQCV 5478 ft3 0.41 Quantity Detention 45026 ft3 11.28 acres Total Volume 50504 ft3 2.26 cfs Total Volume 1.159 ac-ft Time Time Ft.Collins 100-yr Intensity Q100 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft3)(ft3)(ft3) 5 300 9.95 46.0 13805 677 13128 10 600 7.72 35.7 21422 1354 20068 15 900 6.52 30.2 27138 2030 25108 20 1200 5.60 25.9 31079 2707 28371 25 1500 4.98 23.0 34547 3384 31163 30 1800 4.52 20.9 37627 4061 33567 35 2100 4.08 18.9 39625 4738 34888 40 2400 3.74 17.3 41512 5414 36098 45 2700 3.46 16.0 43205 6091 37114 50 3000 3.23 14.9 44814 6768 38046 55 3300 3.03 14.0 46243 7445 38799 60 3600 2.86 13.2 47617 8122 39495 65 3900 2.72 12.6 49060 8798 40261 70 4200 2.59 12.0 50309 9475 40833 75 4500 2.48 11.5 51613 10152 41461 80 4800 2.38 11.0 52834 10829 42005 85 5100 2.29 10.6 54013 11506 42507 90 5400 2.21 10.2 55192 12182 43010 95 5700 2.13 9.9 56150 12859 43290 100 6000 2.06 9.5 57163 13536 43627 105 6300 2.00 9.2 58272 14213 44060 110 6600 1.94 9.0 59216 14890 44326 115 6900 1.89 8.7 60312 15566 44746 120 7200 1.84 8.5 61269 16243 45026 Input Variables Results Design Point Required Detention Volume Design Storm Detention Pond Calculation | FAA Method Project: Project Location: Calculations By: Mason Street Infrastructure Fort Collins, Colorado M. Ruebel Detention Pond Developed "C" = Area (A)= Max Release Rate = 1 Project: Date: Pond No.: 4,976.00 5,478.00 cu. ft. 4,976.08 4,976.08 5,478.00 cu. ft.0.08 ft. 4,908.00 50,504 cu. ft. 4,976.73 Max. Elev. Min. Elev.cu. ft. acre ft cu. ft. acre ft 4,976.00 N/A 0 0.00 0.00 0.00 0.00 0.00 4,977.00 4,976.00 138,772 1.00 69,386.00 1.59 69,386.00 1.59 4,978.00 4,977.00 246,557 1.00 192,664.50 4.42 262,050.50 6.02 4,979.00 4,978.00 291,935 1.00 269,246.00 6.18 531,296.50 12.20 4,980.00 4,979.00 320,713 1.00 306,324.00 7.03 837,620.50 19.23 Elev at 100-yr Volume: Crest of Pond Elev.: Volume at Grate: Grate Elevation: Storage and Water Quality Pond 1 Project Number: Project Location: Calculations By:1 Water Quality Depth: 100-yr Volume: STAGE STORAGE CURVE Contour Contour Surface Area (ft2) Depth (ft) Incremental Volume Cummalitive Volume Pond Stage Storage Curve 1971-001 Fort Collins, CO M. Ruebel Elev at WQ Volume: N Mason Street Infrastructure May 17, 2023 Pond Outlet and Volume Data Outlet Elevation:Water Quality Volume: 1 NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: N MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY APPENDIX APPENDIX C WATER QUALITY COMPUTATIONS Project: Calc. By: Date: 11.28 <-- INPUT from impervious calcs 19%<-- INPUT from impervious calcs 0.19 <-- CALCULATED 40 hours <-- from FCSM Figure 5.4-1 1.00 <-- from FCSM Figure 5.4-1 0.11 <-- MHFD Vol. 3 Equation 3-1 0.13 <-- FCSCM Equation 7-2 5,478 <-- Calculated from above 0.08 <-- INPUT from stage-storage table 1.18 <-- CALCULATED from Equation EDB-3 WQCV (watershed inches) = WATER QUALITY POND DESIGN CALCULATIONS Water Quality for Detention Pond N Mason Street Infrastructure M. Ruebel May 16, 2023 Required Storage & Outlet Works Basin Area (acres) = Basin Percent Imperviousness = Basin Imperviousness Ratio = Drain Time = Drain Time Coefficient = WQCV (ac-ft) = WQ Depth (ft) = Area Required Per Row, a (in 2) = WQCV (cu. ft.) = NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE MEMO: N MASON STREET INFRASTRUCTURE FORT COLLINS | GREELEY APPENDIX MAP POCKET DR1 – DRAINAGE EXHIBIT S ELEC F E S M VAULT ELEC VAULT CABLEVAULTELEC VAULT ELEC VAULTELEC CABLE CABLE VAULT ELEC CELEC ELEC ELEC CTV CTV CTV OH U OH U OH U OH U E E E E OHU E E X X X X X X CT V CT V CT V CT V CTV CT V CTV CTV CTV OHU OHU X X X X X X X X X X X X X X CTV CTV CTV CT V CTV CTV CT V CTV CTV G G G G G G G G CTV CTV G G SS SS SS SS SS SS SS SS SS SS SS SS H2O H2O ARV H2O H2O D HY D S FE S FE S W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXX OHU OHU OHU OHU OHU X X X X X X X X W W W W W W W W W W W W W W W W W W W X X W W W W W S S SS SS SS SS SS SS SS D ELEC X X X X XX X X X X W W W XXX X X X X X X SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST 8" W 8.11 ac. A1 0.46 ac. A3 1.19 ac. A2 0.32 ac. B2 0.37 ac. B1 b1 a1 0.13 ac. A7 a7 0.20 ac. A6 0.19 ac. A8 1.47 ac. B3 a6 a8 b2 NCFS LLC 300 HICKORY STREET FORT COLLINS, CO QR INC. 280 HICKORY STREET FORT COLLINS, CO QR INC. 200 HICKORY STREET FORT COLLINS, CO R AND S HOLDINGS 1235 N. COLLEGE AVENUE FORT COLLINS, CO HAINES BRANDON KUHRT 1295 N. COLLEGE AVENUE FORT COLLINS, CO GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO HOYT JOHN R 1307 N. COLLEGE AVENUE FORT COLLINS, CO 1311 N. COLLEGE LLC HIBON CT. FORT COLLINS, CO 1311 N. COLLEGE LLC 1311 N. COLLEGE AVENUE FORT COLLINS, CO WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO D AND S MOTELS INC 1405 N. COLLEGE AVENUE FORT COLLINS, CO RI C H E Y A D D I E 16 0 1 N . C O L L E G E A V E N U E FO R T C O L L I N S , C O MA S O N S T R E E T N M A S O N S T R E E T HICKORY STREET 20' WATERLINE AND ROW EASEMENT REC. NO. 85040113 6' UTILITY EASEMENT BK 1658 PG 746 6' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING 10' UTILITY EASEMENT BK 1658 PG 746 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 322 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 321 53.5' PERPETUAL EASEMENT FOR ELECTRIC POWER TRANSMISSION LINE BK 923 PG 282 HIBDON COURT 24' ACCESS EASEMENT REC. NO. 20140036292 30' EASEMENT FOR ROAD PURPOSES BK 1143 PG 187 (EXCEPTION PARCEL PIB FCIF25205400) 20' RIGHT OF WAY EASEMENT BK 1114 PG 555 30' UPRR TRACK EASEMENT BK 2027 PG 988 REC. NO. 98091992 REC. NO. 20060019203 UNION PACIFIC RAILROAD DRY WELL (TYP.) HICKORY REGIONAL DETENTION POND SWALE STORM DRAIN LINE A (INTERIM POND OUTFALL) STORM EXTENSION WATER QUALITY OUTLET STRUCTURE WITH RESTRICTOR PLATE 0.62 ac. A4 0.37 ac. A5 a5 LOT 1 LOT 2 LOT 3 SWALE 20' UTILITY EASEMENT PER VALLEY STEEL & WIRE SUBDIVISION PLAT 6' UTILITY EASEMENT REC. NO. 2006-0068858 REC. NO. 2006-0068859 CURB CUT & SIDEWALK CHASE ROW AGREEMENT WITH UNION PACIFIC RAILROAD FOR THE PURPOSE OF IRRIGATION DITCH & IRRIGATION WATER UNSPECIFIED WIDTH BK 813 PG 27 TO BE VACATED PER LANGUAGE FOUND ON PAGE 28 OF SAID DOCUMENT DR1 DR A I N A G E E X H I B I T 9 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1. REFER TO THE PRELIMINARY DRAINAGE REPORT, DATED MAY 24, 2023 FOR ADDITIONAL INFORMATION. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTIONDEVELOPED DRAINAGE SUMMARY Design Point Basin ID Total Area (acres) C2 C100 2-Yr Tc (min) 100-Yr Tc (min) Q2 (cfs) Q100 (cfs) a1 A1 8.114 0.20 0.25 17.57 17.57 2.80 12.19 a2 A2 1.187 0.64 0.80 7.74 7.74 1.88 9.48 a3 A3 0.464 0.65 0.81 6.75 6.75 0.78 3.72 a4 A4 0.622 0.64 0.80 6.79 6.79 1.04 4.97 a5 A5 0.372 0.64 0.81 6.18 6.18 0.64 2.98 a6 A6 0.204 0.84 1.00 5.00 5.00 0.49 2.03 a7 A7 0.133 0.65 0.81 5.00 5.00 0.25 1.07 a8 A8 0.186 0.82 1.00 5.00 5.00 0.43 1.85 b1 B1 0.374 0.42 0.53 7.67 7.67 0.39 1.79 b2 B2 0.315 0.61 0.76 5.10 5.10 0.54 2.37 b3 B3 1.475 0.23 0.29 11.56 11.56 0.71 3.10 Interim Hickory Regional Detention Pond Volume Contour Elev.Contour Surface Area (ft2) Cummalitive Volume cu. ft. acre ft 4980 320713 837621 19.2 P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ D r a i n a g e \ 1 9 7 1 - 0 0 1 _ D R N G _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 4 : 1 7 A M , 1 : 1 N. C O L L E G E A V E N U E HICKORY STREET CONIFER STREET U N I O N P A C I F I C R . R . Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E CS1 CO V E R S H E E T 1 Original Field Survery: Northern Engineering Project No. 1473-002 Date: April 2019 Additional Field Survey: Northern Engineering Project No. 1971-001 Date: October, 2022 MAY 2023 CONTACT INFORMATION PROJECT TEAM: VICINITY MAPNORTH BENCHMARK: #1-10 Elevation=4987.25 NAVD88 Northwest corner of College Ave. and Willox Lane on the southwest corner of a Storm Inlet. BENCHMARK: #1-00 Elevation=4968.74 NAVD88 On a catch basin at the southeast corner of Vine Dr. and College Ave. Please Note: This plan set is using NAVD88 for a vertical datum. Surrounding developments have used NGVD29 unadjusted datum (prior city of Fort Collins datum) for their vertical datums. if NGVD29 unadjusted datum (prior city of Fort Collins datum) is required for any purpose, the following equation should be used: NGVD29 unadjusted datum (prior city of Fort Collins datum) = NAVD88 - 3.17' Basis of Bearings The East line of the Northwest Quarter of Section 2 Township 7 North, Range 69 West of the 6th P.M. as bearing South 00° 38' 02" West (assumed). PROJECT BENCHMARKS: MASON STREET INFRASTRUCTURE PROJECT TEAM: Klara Rossouw Ripley Design, Inc. 419 Canyon Avenue #200 Fort Collins, Colorado 80521 (970) 224-5828 Chreyl Zimlich 262 E. Mountain Avenue Fort Collins, CO 80524 Northern Engineering Services, Inc. Blaine Mathisen, PE 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 PLANNER/ LANDSCAPE ARCHITECT OWNER/APPLICANT SITE ENGINEER GEOTECHNICAL ENGINEER CTL Thompson, Inc. Erin Beach, PE, PG 4396 Greenfield Drive Windsor, Colorado 80550 (970) 545-3908 SHEET INDEX FIELD SURVEY BY: Northern Engineering Services, Inc. Bob Tessely, PLS 301 North Howes Street, Suite 100 Fort Collins, Colorado 80521 (970) 221-4158 SITE SURVEYOR TYPICAL SECTIONS PRELIMINARY UTILITY PLANS FOR CTL Thompson, Inc Geotechnical Investigation Hibdon/Mason 24/7 Shelter SWC Hibdon Court and Mason Street Fort Collins, Colorado Project No. FC10,520.000-125-R1 Date: October 25, 2022 SUBSURFACE EXPLORATION BY: E N G I N E E R N GI EHTRON RN E N G I N E E R N GI EHTRON RN 1 CS1 COVER SHEET 2 CS2 GENERAL & CONSTRUCTION NOTES 3 EX1 EXISTING CONDITIONS & DEMOLITION PLAN GRADING SHEETS 4 G1 GRADING PLAN UTILITY SHEETS 5 U1 UTILITY PLAN 6 SS1 SANITARY SEWER LINE A PLAN & PROFILE STREET SHEETS 7 - 8 R1 - R2 N MASON STREET PLAN & PROFILE DRAINAGE SHEETS 9 DR1 DRAINAGE EXHIBIT PROJECT LOCATION A TRACT OF LAND LOCATED IN THE NORTHEAST QUARTER OF SECTION 2, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R City of Fort Collins, CO UTILITY PLAN APPROVAL APPROVED: CITY ENGINEER,APPROVED SHEETS DATE APPROVED: WATER & WASTEWATER UTILITY,APPROVED SHEETS DATE APPROVED: STORMWATER UTILITY,APPROVED SHEETS DATE APPROVED: PARK PLANNING & DEVELOPMENT,APPROVED SHEETS DATE APPROVED: TRAFFIC OPERATIONS,APPROVED SHEETS DATE APPROVED: ENVIRONMENTAL PLANNER,APPROVED SHEETS DATE I hereby affirm that these final construction plans were prepared under my direct supervision, in accordance with all applicable City of Fort Collins and State of Colorado standards and statutes, respectively; and that I am fully responsible for the accuracy of all design. revisions, and record conditions that I have noted on these plans. These plans have been reviewed by the City of Fort Collins for concept only. The review does not imply responsibility by the reviewing department, the City of Fort Collins Engineer, or the City of Fort Collins for accuracy and correctness of the calculations. Furthermore, the review does not imply that quantities of items on the plans are the final quantities required. The review shall not be construed for any reason as acceptance of financial responsibility by the City of Fort Collins for additional quantities of items shown that may be required during the construction phase. DISCLAIMER STATEMENT: CERTIFICATION STATEMENT: 71' ROW 9' UTIL. ESMT. MODIFIED COLLECTOR (N MASON STREET) INTERIM SECTION (SOUTHBOUND) 11 ' T R A V E L L A N E 33' EOA-FL 11 ' T R A V E L L A N E 6' W A L K 30" VERTICAL CURB & GUTTER 8.5' PKWY MIN. UTILITY CONTACT LIST: * UTILITY COMPANY * This list is provided as a courtesy reference only. Northern Engineering Services assumes no responsibility for the accuracy or completeness of this list. In no way shall this list relinquish the Contractor's responsibility for locating all utilities prior to commencing any construction activity. Please contact the Utility Notification Center of Colorado (UNCC) at 811 for additional information. PHONE NUMBER GAS-----------------Xcel Energy----------------------------- Cory Thelen (970) 225-7843 ELECTRIC-------- City of Fort Collins Light & Power-- Rob Irish (970) 224-6167 CABLE------------- Comcast---------------------------------- Don Kapperman (970) 567-0425 TELECOM-------- Lumen------------------------------------- Brady Craddock (970) 342-3431 WATER------------ City of Fort Collins Utilities----------- Heidi Hansen (970) 221-6854 WASTEWATER--City of Fort Collins Utilities----------- Heidi Hansen (970) 221-6854 STORMWATER- City of Fort Collins Utilities----------- Heidi Hansen (970) 221-6854 419 Canyon Ave. Suite 200 Fort Collins, CO 80521phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com 7' B I K E L A N E 3' B I K E L A N E B U F F E R 71' ROW9' UTIL. ESMT. 9' UTIL. ESMT. MODIFIED COLLECTOR (N MASON STREET) ULTIMATE SECTION (SOUTHBOUND) 11 ' T R A V E L L A N E 8.5' PKWY MIN. 42' FL-FL 11 ' T R A V E L L A N E 6' W A L K 6' W A L K 30" VERTICAL CURB & GUTTER30" VERTICAL CURB & GUTTER 8.5' PKWY MIN. 7' B I K E L A N E 3' B I K E L A N E B U F F E R 7' B I K E L A N E 3' B I K E L A N E B U F F E R 2' GRAVEL SHOULDER P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ 1 9 7 1 - 0 0 1 _ C O V R _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 3 : 2 0 A M , 1 : 1 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E CS2 GE N E R A L & C O N S T R U C T I O N N O T E S 2 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R GENERAL NOTES 1. All materials, workmanship, and construction of ppublic improvements shall meet or exceed the standards and specifications set forth in the Larimer County Urban Area Street Standards and applicable state and federal regulations. Where there is conflict between these plans and the specifications, or any applicable standards, the most restrictive standard shall apply. All work shall be inspected and approved by the City of Fort Collins. 2. All references to any published standards shall refer to the latest revision of said standard, unless specifically stated otherwise. 3. These public improvement construction plans shall be valid for a period of three years from the date of approval by the City of Fort Collins Engineer. Use of these plans after the expiration date will require a new review and approval process by the City of Fort Collins prior to commencement of any work shown in these plans. 4. The engineer who has prepared these plans, by execution and/or seal hereof, does hereby affirm responsibility to the City of Fort Collins, as beneficiary of said engineer's work, for any errors and omissions contained in these plans, and approval of these plans by the City of Fort Collins Engineer shall not relieve the engineer who has prepared these plans of all such responsibility. Further, to the extent permitted by law, the engineer hereby agrees to hold harmless and indemnify the City of Fort Collins, and its officers and employees, from and against all liabilities, claims, and demands which may arise from any errors and omissions contained in these plans. 5. All storm sewer construction, as well as power and other "dry" utility installations, shall conform to the City of Fort Collins standards and specifications current at the date of approval of the plans by the City of Fort Collins Engineer. 6. The type, size, location and number of all known underground utilities are approximate when shown on the drawings. It shall be the responsibility of the Developer to verify the existence and location of all underground utilities along the route of the work before commencing new construction. The Developer shall be responsible for unknown underground utilities. 7. The Developer shall contact the Utility Notification Center of Colorado (UNCC) at 1-800-922-1987, at least 2 working days prior to beginning excavation or grading, to have all registered utility locations marked. Other unregistered utility entities (i.e. ditch / irrigation company) are to be located by contacting the respective representative. Utility service laterals are also to be located prior to beginning excavation or grading. It shall be the responsibility of the Developer to relocate all existing utilities that conflict with the proposed improvements shown on these plans. 8. The Developer shall be responsible for protecting all utilities during construction and for coordinating with the appropriate utility company for any utility crossings required. 9. If a conflict exists between existing and proposed utilities and/or a design modification is required, the Developer shall coordinate with the engineer to modify the design. Design modification(s) must be approved by the City of Fort Collins prior to beginning construction. 10. The Developer shall coordinate and cooperate with the City of Fort Collins, and all utility companies involved, to assure that the work is accomplished in a timely fashion and with a minimum disruption of service. The Developer shall be responsible for contacting, in advance, all parties affected by any disruption of any utility service as well as the utility companies. 11. No work may commence within any public storm water, sanitary sewer or potable water system until the Developer notifies the utility provider. Notification shall be a minimum of 2 working days prior to commencement of any work. At the discretion of the water utility provider, a pre-construction meeting may be required prior to commencement of any work. 12. The Developer shall sequence installation of utilities in such a manner as to minimize potential utility conflicts. In general, storm sewer and sanitary sewer should be constructed prior to installation of the water lines and dry utilities. 13. The minimum cover over water lines is 4.5 feet and the maximum cover is 5.5 feet unless otherwise noted in the plans and approved by the Water Utility. 14. A State Construction Dewatering Wastewater Discharge Permit is required if dewatering is required in order to install utilities or if water is discharged into a storm sewer, channel, irrigation ditch or any waters of the United States. 15. The Developer shall comply with all terms and conditions of the Colorado Permit for Storm Water Discharge (Contact Colorado Department of Health, Water Quality Control Division, (303) 692-3590), the Storm Water Management Plan, and the Erosion Control Plan. 16. The City of Fort Collins shall not be responsible for the maintenance of storm drainage facilities located on private property. Maintenance of onsite drainage facilities shall be the responsibility of the property owner(s). 17. Prior to final inspection and acceptance by the City of Fort Collins, certification of the drainage facilities, by a registered engineer, must be submitted to and approved by the Stormwater Utility Department. Certification shall be submitted to the Stormwater Utility Department at least two weeks prior to the release of a certificate of occupancy for single family units. For commercial properties, certification shall be submitted to the Stormwater Utility Department at least two weeks prior to the release of any building permits in excess of those allowed prior to certification per the Development Agreement. 18. The City of Fort Collins shall not be responsible for any damages or injuries sustained in this Development as a result of groundwater seepage, whether resulting from groundwater flooding, structural damage or other damage unless such damage or injuries are sustained as a result of the City of Fort Collins failure to properly maintain its water, wastewater, and/or storm drainage facilities in the development. 19. All recommendations of the Preliminary Drainage Report, dated May 24, 2023 by Northern Engineering Services, Inc., shall be followed and implemented. 20. Temporary erosion control during construction shall be provided as shown on the Erosion Control Plan. All erosion control measures shall be maintained in good repair by the Developer, until such time as the entire disturbed areas is stabilized with hard surface or landscaping. 21. The Developer shall be responsible for insuring that no mud or debris shall be tracked onto the existing public street system. Mud and debris must be removed within 24 hours by an appropriate mechanical method (i.e. machine broom sweep, light duty front-end loader, etc.) or as approved by the the City of Fort Collins street inspector. 22. No work may commence within any improved or unimproved public Right-of-Way until a Right-of-Way Permit or Development Construction Permit is obtained, if applicable. 23. The Developer shall be responsible for obtaining all necessary permits for all applicable agencies prior to commencement of construction. The Developer shall notify the the City of Fort Collins Inspector (Fort Collins - 221-6605) and the City of Fort Collins Erosion Control Inspector (Fort Collins - 221-6700) at least 2 working days prior to the start of any earth disturbing activity, or construction on any and all public improvements. If the City of Fort Collins Engineer is not available after proper notice of construction activity has been provided, the Developer may commence work in the Engineer's absence. However, the City of Fort Collins reserves the right not to accept the improvement if subsequent testing reveals an improper installation. 24. The Developer shall be responsible for obtaining soils tests within the Public Right-of-Way after right of way grading and all utility trench work is complete and prior to the placement of curb, gutter, sidewalk and pavement. If the final soils/pavement design report does not correspond with the results of the original geotechnical report, the Developer shall be responsible for a re-design of the subject pavement section or, the Developer may use the City of Fort Collins' default pavement thickness section(s). Regardless of the option used, all final soils/pavement design reports shall be prepared by a licensed Professional Engineer. The final report shall be submitted to the Inspector a minimum of 10 working days prior to placement of base and asphalt. Placement of curb, gutter, sidewalk, base and asphalt shall not occur until the City of Fort Collins Engineer approves the final report. 25. The contractor shall hire a licensed engineer or land surveyor to survey the constructed elevations of the street subgrade and the gutter flowline at all intersections, inlets, and other locations requested by the the City of Fort Collins inspector. The engineer or surveyor must certify in a letter to the City of Fort Collins that these elevations conform to the approved plans and specifications. Any deviations shall be noted in the letter and then resolved with the City of Fort Collins before installation of base course or asphalt will be allowed on the streets. 26. All utility installations within or across the roadbed of new residential roads must be completed prior to the final stages of road construction. For the purposes of these standards, any work except c/g above the subgrade is considered final stage work. All service lines must be stubbed to the property lines and marked so as to reduce the excavation necessary for building connections. 27. Portions of Larimer County are within overlay districts. The Larimer County Flood Plain Resolution should be referred to for additional criteria for roads within these districts. 28. All road construction in areas designated as Wild Fire Hazard Areas shall be done in accordance with the construction criteria as established in the Wild Fire Hazard Area Mitigation Regulations in force at the time of final plat approval. 29. Prior to the commencement of any construction, the contractor shall contact the Local Entity Forester to schedule a site inspection for any tree removal requiring a permit. 30. The Developer shall be responsible for all aspects of safety including, but not limited to, excavation, trenching, shoring, traffic control, and security. Refer to OSHA Publication 2226, Excavating and Trenching. 31. The Developer shall submit a Construction Traffic Control Plan, in accordance with MUTCD, to the appropriate Right-of-Way authority. (The the City of Fort Collins, Larimer County, Colorado), for approval, prior to any construction activities within, or affecting, the Right-of-Way. The Developer shall be responsible for providing any and all traffic control devices as may be required by the construction activities. 32. Prior to the commencement of any construction that will affect traffic signs of any type, the contractor shall contact the City of Fort Collins Traffic Operations Department, who will temporarily remove or relocate the sign at no cost to the contractor, however, if the contractor moves the traffic sign then the contractor will be charged for the labor, materials and equipment to reinstall the sign as needed. 33. The Developer is responsible for all costs for the initial installation of traffic signing and striping for the Development related to the Development's local street operations. In addition, the Developer is responsible for all costs for traffic signing and striping related to directing traffic access to and from the Development. 34. There shall be no site construction activities on Saturdays, unless specifically approved by the City of Fort Collins Engineer, and no site construction activities on Sundays or holidays, unless there is prior written approval by Larimer County. 35. The Developer is responsible for providing all labor and materials necessary for the completion of the intended improvements, shown on these drawings, or designated to be provided, installed, or constructed, unless specifically noted otherwise. 36. Dimensions for layout and construction are not to be scaled from any drawing. If pertinent dimensions are not shown, contact the Designer for clarification, and annotate the dimension on the as-built record drawings. 37. The Developer shall have, onsite at all times, one (1) signed copy of the approved plans, one (1) copy of the appropriate standards and specifications, and a copy of any permits and extension agreements needed for the job. 38. If, during the construction process, conditions are encountered which could indicate a situation that is not identified in the plans or specifications, the Developer shall contact the Designer and the City of Fort Collins Engineer immediately. 39. The Developer shall be responsible for recording as-built information on a set of record drawings kept on the construction site, and available to the Larimer County's Inspector at all times. Upon completion of the work, the contractor(s) shall submit record drawings to the City of Fort Collins Engineer. 40. The Designer shall provide, in this location on the plan, the location and description of the nearest survey benchmarks (2) for the project as well as the basis of bearings. The information shall be as follows: PROJECT DATUM: NAVD88 CITY OF FORT COLLINS BENCHMARK 1-10 NORTHWEST CORNER OF COLLEGE AVE. AND WILLOX LANE ON THE SOUTHWEST CORNER OF A STORM INLET. ELEVATION: 4987.25 CITY OF FORT COLLINS BENCHMARK 1-00 ON A CATCH BASIN AT THE SOUTHEAST CORNER OF VINE DR. AND COLLEGE AVE. ELEVATION: 4968.74 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = NAVD88 - 3.17' BASIS OF BEARINGS THE EAST LINE OF THE NORTHWEST QUARTER OF SECTION 2 TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M. AS BEARING SOUTH 00° 38' 02" WEST (ASSUMED). 41. All stationing is based on centerline of roadways unless otherwise noted. 42. Damaged curb, gutter and sidewalk existing prior to construction, as well as existing fences, trees, streets, sidewalks, curbs and gutters, landscaping, structures, and improvements destroyed, damaged or removed due to construction of this project, shall be replaced or restored in like kind at the Developer's expense, unless otherwise indicated on these plans, prior to the acceptance of completed improvements and/or prior to the issuance of the first Certificate of Occupancy. 43. When an existing asphalt street must be cut, the street must be restored to a condition equal to or better than its original condition. The existing street condition shall be documented by the City of Fort Collins Construction Inspector before any cuts are made. Patching shall be done in accordance with the City of Fort Collins Street Repair Standards. The finished patch shall blend in smoothly into the existing surface. All large patches shall be paved with an asphalt lay-down machine. In streets where more than one cut is made, an overlay of the entire street width, including the patched area, may be required. The determination of need for a complete overlay shall be made by the Larimer County Engineer and/or the City of Fort Collins Inspector at the time the cuts are made. 44. Upon completion of construction, the site shall be cleaned and restored to a condition equal to, or better than, that which existed before construction, or to the grades and condition as required by these plans. 45. Standard Handicap ramps are to be constructed at all curb returns and at all "T" intersections. 46. After acceptance by the City of Fort Collins, public improvements depicted in these plans shall be guaranteed to be free from material and workmanship defects for a minimum period of two years from the date of acceptance. 47. The City of Fort Collins shall not be responsible for the maintenance of roadway and appurtenant improvements, including storm drainage structures and pipes, for the following private streets: N.A. 48. Proposed Variances are listed as follows: 48.1. Minimum K values for vertical curves use 25-mph design speed 48.2. No vertical drop in sanitary sewer manholes 48.3. Minimum 0.2% slope for 12" sanitary sewer CONSTRUCTION NOTES A. Grading and Erosion Control Notes 1. The erosion control inspector must be notified at least twenty-four (24) hours prior to any construction on this site. 2. There shall be no earth-disturbing activity outside the limits designated on the accepted plans. 3. All required perimeter silt and construction fencing shall be installed prior to any land disturbing activity (stockpiling, stripping, grading, etc). All other required erosion control measures shall be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosion control report. 4. At all times during construction, the Developer shall be responsible for preventing and controlling on-site erosion including keeping the property sufficiently watered so as to minimize wind blown sediment. The Developer shall also be responsible for installing and maintaining all erosion control facilities shown herein. 5. Pre-disturbance vegetation shall be protected and retained wherever possible. Removal or disturbance of existing vegetation shall be limited to the area(s) required for immediate construction operations, and for the shortest practical period of time. 6. All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along land contours until mulch, vegetation, or other permanent erosion control BMPs are installed. No soils in areas outside project street rights-of-way shall remain exposed by land disturbing activity for more than thirty (30) days before required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed, unless otherwise approved by the City/County. 7. In order to minimize erosion potential, all temporary (structural) erosion control measures shall: a. Be inspected at a minimum of once every two (2) weeks and after each significant storm event and repaired or reconstructed as necessary in order to ensure the continued performance of their intended function. b. Remain in place until such time as all the surrounding disturbed areas are sufficiently stabilized as determined by the erosion control inspector. c. Be removed after the site has been sufficiently stabilized as determined by the erosion control inspector. 8. When temporary erosion control measures are removed, the Developer shall be responsible for the clean up and removal of all sediment and debris from all drainage infrastructure and other public facilities. 9. The contractor shall immediately clean up any construction materials inadvertently deposited on existing streets, sidewalks, or other public rights of way, and make sure streets and walkways are cleaned at the end of each working day. 10. All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause their release into any waters of the United States. 11. No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport by surface roughening, watering, and perimeter silt fencing. Any soil stockpile remaining after thirty (30) days shall be seeded and mulched. 12. The stormwater volume capacity of detention ponds will be restored and storm sewer lines will be cleaned upon completion of the project and before turning the maintenance over to the City/County or Homeowners Association (HOA). 13. City Ordinance and Colorado Discharge Permit System (CDPS) requirements make it unlawful to discharge or allow the discharge of any pollutant or contaminated water from construction sites. Pollutants include, but are not limited to discarded building materials, concrete truck washout, chemicals, oil and gas products, litter, and sanitary waste. The developer shall at all times take whatever measures are necessary to assure the proper containment and disposal of pollutants on the site in accordance with any and all applicable local, state, and federal regulations. 14. A designated area shall be provided on site for concrete truck chute washout. The area shall be constructed so as to contain washout material and located at least fifty (50) feet away from any waterway during construction. Upon completion of construction activities the concrete washout material will be removed and properly disposed of prior to the area being restored. 15. Conditions in the field may warrant erosion control measures in addition to what is shown on these plans. The Developer shall implement whatever measures are determined necessary, as directed by the City. B. Street Improvement Notes 1. All street construction is subject to the General Notes on the cover sheet of these plans as well as the Street Improvements Notes listed here. 2. A paving section design, signed and stamped by a Colorado licensed Engineer, must be submitted to the City of Fort Collins Engineer for approval, prior to any street construction activity, (full depth asphalt sections are not permitted at a depth greater than 8 inches of asphalt). The job mix shall be submitted for approval prior to placement of any asphalt. 3. Where proposed paving adjoins existing asphalt, the existing asphalt shall be saw cut, a minimum distance of 12 inches from the existing edge, to create a clean construction joint. The Developer shall be required to remove existing pavement to a distance where a clean construction joint can be made. Wheel cuts shall not be allowed unless approved by the City of Fort Collins Engineer in Fort Collins. 4. Street subgrades shall be scarified the top 12 inches and re-compacted prior to subbase installation. No base material shall be laid until the subgrade has been inspected and approved by the City of Fort Collins Engineer. 5. Ft. Collins only. Valve boxes and manholes are to be brought up to grade at the time of pavement placement or overlay. Valve box adjusting rings are not allowed. 6. When an existing asphalt street must be cut, the street must be restored to a condition equal to or better than its original condition. The existing street condition shall be documented by the Inspector before any cuts are made. Cutting and patching shall be done in conformance with Chapter 25, Reconstruction and Repair. The finished patch shall blend smoothly into the existing surface. The determination of need for a complete overlay shall be made by the City of Fort Collins Engineer. All overlay work shall be coordinated with adjacent landowners such that future projects do not cut the new asphalt overlay work. 7. All traffic control devices shall be in conformance with these plans or as otherwise specified in M.U.T.C.D. (including Colorado supplement) and as per the Right-of-Way Work Permit traffic control plan. 8. The Developer is required to perform a gutter water flow test in the presence of the City of Fort Collins Inspector and prior to installation of asphalt. Gutters that hold more than 1/4 inch deep or 5 feet longitudinally, of water, shall be completely removed and reconstructed to drain properly. 9. Prior to placement of H.B.P. or concrete within the street and after moisture/density tests have been taken on the subgrade material (when a full depth section is proposed) or on the subgrade and base material (when a composite section is proposed), a mechanical "proof roll" will be required. The entire subgrade and/or base material shall be rolled with a heavily loaded vehicle having a total GVW of not less than 50,000 lbs. and a single axle weight of at least 18,000 lbs. with pneumatic tires inflated to not less that 90 p.s.i.g. "Proof roll" vehicles shall not travel at speeds greater than 3 m.p.h. Any portion of the subgrade or base material which exhibits excessive pumping or deformation, as determined by the City of Fort Collins Engineer, shall be reworked, replaced or otherwise modified to form a smooth, non-yielding surface. The City of Fort Collins Engineer shall be notified at least 24 hours prior to the "proof roll." All "proof rolls" shall be preformed in the presence of an Inspector. 10. All public sidewalk, driveways, and ramps, existing or proposed, adjacent or within the site, need to meet ADA standards. If they currently do not, they will need to be reconstructed so that they do meet current ADA standards as a part of this project. 11. Any damaged curb, gutter and sidewalk existing prior to construction, as well as streets, sidewalks, curbs and gutters, destroyed, damaged or removed due to construction of this project, shall be replaced or restored to city of Fort Collins standards at the developer's expense prior to the acceptance of completed improvements and/or prior to the issuance of the first certificate of occupancy. C. Traffic Signing and Pavement Marking Construction Notes 5. All signage and marking is subject to the General Notes on the cover sheet of these plans, as well as the Traffic Signing and Marking Construction Notes listed here. 6. All symbols, including arrows, ONLYS, crosswalks, stop bars, etc. shall be pre-formed thermo-plastic. 7. All signage shall be per the City of Fort Collins Standards and these plans or as otherwise specified in MUTCD. 8. All lane lines for asphalt pavement shall receive two coats of latex paint with glass beads. 9. All lane lines for concrete pavement should be epoxy paint. 10. Prior to permanent installation of traffic striping, symbols, and signs their placement shall be approved by the City of Fort Collins Traffic Engineer. The developer shall place temporary tabs, tape or flags depicting alignment and location. Contact City of Fort COllins Traffic Operations at 970-221-6630 for field review. 11. Pre-formed thermo-plastic applications shall be as specified in these Plans and/or these Standards. 12. Epoxy applications shall be applied as specified in CDOT Standard Specifications for Road and Bridge Construction. 13. All surfaces shall be thoroughly cleaned prior to installation of striping or markings. 14. All sign posts shall utilize break-away assemblies and fasteners per the Standards. 15. A field inspection of location and installation of all signs shall be performed by the City of Fort Collins Traffic Engineer. All discrepancies identified during the field inspection must be corrected before the 2-year warranty period will begin. 16. The Developer installing signs shall be responsible for locating and protecting all underground utilities. 17. Special care shall be taken in sign location to ensure an unobstructed view of each sign. 18. Signage and striping has been determined by information available at the time of review. Prior to initiation of the warranty period,the City of Fort Collins Traffic Engineer reserves the right to require additional signage and/or striping if the City of Fort Collins Traffic Engineer determines that an unforeseen condition warrants such signage according to the MUTCD or the CDOT M and S Standards. All signage and striping shall fall under the requirements of the 2-year warranty period for new construction (except fair wear on traffic markings). 19. Sleeves for sign posts shall be required for use in islands/medians. Refer to Chapter 14, Traffic Control Devices, for additional detail. D. Storm Drainage Notes 1. The City of Fort Collins shall not be responsible for the maintenance of storm drainage facilities located on private property. Maintenance of onsite drainage facilities shall be the responsibility of the property owner(s). 2. All recommendations of the Preliminary Drainage Report, dated May 24, 2023 by Northern Engineering Services, Inc., shall be followed and implemented. 3. Certification of grading and drainage facilities must be completed by a registered engineer and submitted to the Stormwater Utility Department at least two weeks prior to Stormwater Utility Department acceptance, or otherwise in accordance with the Development Agreement. E.Utility Notes 1. All waterline and sanitary sewer construction shall conform to the City of Fort Collins Utility standards and specifications current to date of construction. 2. The minimum cover over water lines is 4.5 feet and the maximum cover is 5.5 feet unless otherwise noted in the plans and approved by the water utility. 3. Water mains shall be poly-wrapped D.I.P, or PVC with tracer wire. 4. HDPE pipe may be used for 1-1/2 and 2 inch water services. The pipe shall meet the standards of AWWA 901, NSF Standard 61 and ASTM. The HDPE pipe shall be SDR 9 having a pressure rating of 200 psi. Stiffeners shall be used at all fittings and connections. Additional Notes IFC D103.6: Gates securing fire apparatus access roads shall comply with all of the following criteria: 1. The minimum gate width for vehicle access shall be 20 feet. 2. Gates shall be of the swinging or sliding type. 3. Construction of gates shall be of materials that allow manual operation by one person. 4. Gate components shall be maintained in an operative condition at all times and replaced or repaired when defective. 5. Electric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. Emergency opening devices shall be approved by the fire code official. Gates must have a Knox Gate Key Switch that fits the Knox Key system for Poudre Fire Authority. 6. Gate design and locking device specifications shall be submitted for approval by the fire code official prior to installation. 7. Electric gate operators, where provided, shall be listed in accordance with UL 325 and have a means of emergency, manual operation during power loss. 8. Gates intended for automatic operation shall be designed, constructed and installed to comply with the requirements of ASTM F 2200. P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ 1 9 7 1 - 0 0 1 _ C O V R _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 3 : 2 2 A M , 1 : 1 XXX X X X X X X SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST 8" W S ELEC F E S M VAULT ELEC VAULT CABLEVAULTELEC VAULT ELEC VAULTELEC CABLE CABLE VAULT ELEC CELEC ELEC ELEC CTV CTV CTV OH U OH U OH U OH U E E E E OHU E E X X X X X X CT V CT V CT V CT V CTV CT V CTV CTV CTVOHUOHUOHUOHUOHUOHUOHUOHUOHU CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTV CTVXXX X X X X X X X X X X X X X X CTV CTV CTV CT V CTV CTV CT V CTV CTV G G G G G G G G CTV CTV G G SS SS SS SS SS SS SS SS SS SS SS SS H2O H2O ARV H2O H2O D HY D S S FE S FE S W W W W W W W W W W W W W W W W W W W OH U OH U OH U OH U OH U OH U XXXXXXXXXXXXX OHU OHU OHU OHU OHU X X X X X X X X E E E E E E E E E E E E EX X W W W W W W W W W W W W W W W W W W W X X FOFO S W W W W W S S SS SS SS SS SS SS SS D ELEC X X X X XX X X X X W W W N M A S O N S T R E E T NCFS LLC 300 HICKORY STREET FORT COLLINS, CO QR INC. 280 HICKORY STREET FORT COLLINS, CO QR INC. 200 HICKORY STREET FORT COLLINS, CO R AND S HOLDINGS 1235 N. COLLEGE AVENUE FORT COLLINS, CO HAINES BRANDON KUHRT 1295 N. COLLEGE AVENUE FORT COLLINS, CO GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO HOYT JOHN R 1307 N. COLLEGE AVENUE FORT COLLINS, CO 1311 N. COLLEGE LLC HIBON CT. FORT COLLINS, CO 1311 N. COLLEGE LLC 1311 N. COLLEGE AVENUE FORT COLLINS, CO WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO D AND S MOTELS INC 1405 N. COLLEGE AVENUE FORT COLLINS, CO SO R T A I S B I R T H E 16 0 1 N . C O L L E G E A V E N U E FO R T C O L L I N S , C O HICKORY STREET 20' WATERLINE AND ROW EASEMENT REC. NO. 85040113 20' UTILITY EASEMENT BK 1429 PG 750 20' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING RIGHT OF WAY EASEMENT BK 929 PG 30 (WIDTH VARIES) 6' UTILITY EASEMENT BK 1658 PG 746 6' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING 30' NON-EXCLUSIVE ROADWAY/ACCESS EASEMENT BK 2125 PG 1500 10' ROW PSC EASEMENT BK 1430 PG 930 10' UTILITY EASEMENT BK 1658 PG 746 24' NOTICE OF CITY WEST SIDE ACCESS ROAD/PUBLIC ACCESS ALIGNMENT REC. NO. 20140051199 TO BE VACATED 24' NON-EXCLUSIVE PUBLIC ACCESS EASEMENT TO THE CITY OF FORT COLLINS REC. NO.20140038802 TO BE VACATED 3' POWER LINE EASEMENT TO CITY OF FORT COLLINS BK 1475 PG 941 TO BE VACATED 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 322 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 321 NON-EXCLUSIVE ACCESS EASEMENT REC. NO. 20140030921 53.5' PERPETUAL EASEMENT FOR ELECTRIC POWER TRANSMISSION LINE BK 923 PG 282 HIBDON COURT 10' UTILITY EASEMENT BK 1429 PG 750 24' ACCESS EASEMENT REC. NO. 20140036292 30' EASEMENT FOR ROAD PURPOSES BK 1143 PG 187 (EXCEPTION PARCEL PIB FCIF25205400) 20' RIGHT OF WAY EASEMENT BK 1114 PG 555 7' UTILITY EASEMENT REC. NO. 20140033295 30' UPRR TRACK EASEMENT BK 2027 PG 988 REC. NO. 98091992 REC. NO. 20060019203 UNION PACIFIC RAILROAD 20' UTILITY EASEMENT PER VALLEY STEEL & WIRE SUBDIVISION PLAT 6' UTILITY EASEMENT REC. NO. 2006-0068858 REC. NO. 2006-0068859 10' UTILITY EASEMENT BK 1658 PG 746 EXISTING STORM MANHOLE EXISTING CONCRETE HEADWALL TO BE REMOVED ±62 LF EXISTING 8" PVC TO BE REMOVED ±30 LF EXISTING 24" CULVERT EXISTING TREES TO BE REMOVED (TYP.) APPROXIMATELY 13,900 SF OF EXISTING ASPHALT TO BE REMOVED EXISTING 12" STORM DRAIN ±380 LF EXISTING OVERHEAD UTILITY TO BE REMOVED AND RELOCATED (CONTRACTOR TO COORDINATE WITH UTILITY PROVIDER) R.O.W AGREEMENT WITH UNION PACIFIC RAILROAD FOR THE PURPOSE OF IRRIGATION DITCH & IRRIGATION WATER UNSPECIFIED WIDTH BK 813 PG 27 TO BE VACATED PER LANGUAGE FOUND ON PAGE 28 OF SAID DOCUMENT ±660 LF EXISTING OVERHEAD UTILITY TO BE RELOCATED (CONTRACTOR TO COORDINATE WITH UTILITY PROVIDER) ±660 LF EXISTING ELECTRIC TO BE REMOVED AND RELOCATED (CONTRACTOR TO COORDINATE WITH UTILITY PROVIDER) EXISTING SIGN TO BE REMOVED EXISTING SANITARY SEWER MANHOLE TO REMAIN ±145 LF EXISTING SANITARY SEWER TO BE REMOVED EXISTING CONCRETE RIBBON CURB EXISTING 8" WATERLINE EXISTING FIRE HYDRANT EXISTING 6" SANITARY SEWER EXISTING GAS LINE EXISTING 12" SANITARY SEWER APPROXIMATE BUILDING LOCATIONS (TYP.) EXISTING DITCH TO BE REMOVED APPROXIMATE BUILDING LOCATIONS (TYP.) EXISTING STORM INLET EXISTING 36" WATER LINE EXISTING PROPERTY LINE TO BE VACATED EXISTING MANHOLE TO BE REMOVED EXISTING STORM FES EXISTING RIBBON CURB TO BE REMOVED APPROXIMATE STORM DRAIN APPROXIMATE 8" WATER ACCESS EASEMENT REC. NO. 20140012394 ±665 LF EXISTING CABLE LINE TO BE REMOVED AND RELOCATED (CONTRACTOR TO COORDINATE WITH UTILITY PROVIDER) EXISTING FENCE TO BE REMOVED 20' IRRIGATION DITCH EASEMENT BK 1429 PG 750 EX1 DE M O L I T I O N P L A N EX I S T I N G C O N D I T I O N S & 3CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E EXISTING ELECTRIC E LEGEND: G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING IRRIGATION BOX EXISTING GAS METER EXISTING TELEPHONE PEDESTAL EXISTING TREES (TO REMAIN) NOTES: EXISTING SANITARY SEWER SS EXISTING WATER W EXISTING FENCE X EXISTING WATER METER EXISTING FIRE HYDRANT EXISTING ELECTRIC VAULT PROJECT BOUNDARY EXISTING RIGHT-OF-WAY EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR VAULT ELEC CONTROL IRR EXISTING TREES (TO BE REMOVED) EXISTING CABLE CTV EXISTING FIBER OPTIC FO 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING DEMOLITION, REMOVAL, REPLACEMENT, AND DISPOSAL OF ALL FACILITIES AND MATERIAL. 3. CONTRACTOR IS ENCOURAGED TO PERFORM DEMOLITION IN A MANNER THAT MAXIMIZES SALVAGE, RE-USE, AND RECYCLING OF MATERIALS. THIS INCLUDES APPROPRIATE SORTING AND STORING. IN PARTICULAR, DEMOLISHED CONCRETE, ASPHALT, AND BASE COURSE SHOULD BE RECYCLED IF POSSIBLE. 4. ALL SYMBOLS ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5. CONTACT THE PROJECT SURVEYOR FOR ANY INQUIRIES RELATED TO THE EXISTING SITE SURVEY. 4. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 5. REFER TO LANDSCAPE PLANS FOR TREE PROTECTION AND MITIGATION. EXISTING OVERHEAD UTILITY OHE EXISTING ASPHALT/CONCRETE (TO BE REMOVED) FIELD SURVEY BY: SUBSURFACE EXPLORATION BY: TREE PROTECTION NOTES: 1. ALL EXISTING TREES WITHIN THE LIMITS OF THE DEVELOPMENT AND WITHIN ANY NATURAL AREA BUFFER ZONES SHALL REMAIN AND BE PROTECTED UNLESS NOTED ON THESE PLANS FOR REMOVAL. 2. WITHIN THE DRIP LINE OF ANY PROTECTED EXISTING TREE, THERE SHALL BE NO CUT OR FILL OVER A FOUR-INCH DEPTH UNLESS A QUALIFIED ARBORIST OR FORESTER HAS EVALUATED AND APPROVED THE DISTURBANCE. 3. ALL PROTECTED EXISTING TREES SHALL BE PRUNED TO THE CITY OF FORT COLLINS FORESTRY STANDARDS. TREE PRUNING AND REMOVAL SHALL BE PERFORMED BY A BUSINESS THAT HOLDS A CURRENT CITY OF FORT COLLINS ARBORIST LICENSE WHERE REQUIRED BY CODE. 4.PRIOR TO AND DURING CONSTRUCTION, BARRIERS SHALL BE ERECTED AROUND ALL PROTECTED EXISTING TREES WITH SUCH BARRIERS TO BE OF ORANGE FENCING A MINIMUM OF FOUR (4) FEET IN HEIGHT, SECURED WITH METAL T-POSTS, NO CLOSER THAN SIX (6) FEET FROM THE TRUNK OR ONE-HALF (½) OF THE DRIP LINE, WHICHEVER IS GREATER. THERE SHALL BE NO STORAGE OR MOVEMENT OF EQUIPMENT, MATERIAL, DEBRIS OR FILL WITHIN THE FENCED TREE PROTECTION ZONE. 5. DURING THE CONSTRUCTION STAGE OF DEVELOPMENT, THE APPLICANT SHALL PREVENT THE CLEANING OF EQUIPMENT OR MATERIAL OR THE STORAGE AND DISPOSAL OF WASTE MATERIAL SUCH AS PAINTS, OILS, SOLVENTS, ASPHALT, CONCRETE, MOTOR OIL OR ANY OTHER MATERIAL HARMFUL TO THE LIFE OF A TREE WITHIN THE DRIP LINE OF ANY PROTECTED TREE OR GROUP OF TREES. 6. NO DAMAGING ATTACHMENT, WIRES, SIGNS OR PERMITS MAY BE FASTENED TO ANY PROTECTED TREE. 7. LARGE PROPERTY AREAS CONTAINING PROTECTED TREES AND SEPARATED FROM CONSTRUCTION OR LAND CLEARING AREAS, ROAD RIGHTS-OF-WAY AND UTILITY EASEMENTS MAY BE "RIBBONED OFF," RATHER THAN ERECTING PROTECTIVE FENCING AROUND EACH TREE AS REQUIRED IN SUBSECTION (G)(3) ABOVE. THIS MAY BE ACCOMPLISHED BY PLACING METAL T-POST STAKES A MAXIMUM OF FIFTY (50) FEET APART AND TYING RIBBON OR ROPE FROM STAKE-TO-STAKE ALONG THE OUTSIDE PERIMETERS OF SUCH AREAS BEING CLEARED. 8. THE INSTALLATION OF UTILITIES, IRRIGATION LINES OR ANY UNDERGROUND FIXTURE REQUIRING EXCAVATION DEEPER THAN SIX (6) INCHES SHALL BE ACCOMPLISHED BY BORING UNDER THE ROOT SYSTEM OF PROTECTED EXISTING TREES AT A MINIMUM DEPTH OF TWENTY-FOUR (24) INCHES. THE AUGER DISTANCE IS ESTABLISHED FROM THE FACE OF THE TREE (OUTER BARK) AND IS SCALED FROM TREE DIAMETER AT BREAST HEIGHT AS DESCRIBED IN THE CHART BELOW: 9. ALL TREE REMOVAL SHOWN SHALL BE COMPLETED OUTSIDE OF THE SONGBIRD NESTING SEASON (FEB 1 - JULY 31) OR CONDUCT A SURVEY OF TREES ENSURING NO ACTIVE NESTS IN THE AREA. Original Field Survery: Northern Engineering Project No. 1473-002 Date: April 2019 Additional Field Survey: Northern Engineering Project No. 1971-001 Date: October, 2022 CTL Thompson, Inc Geotechnical Investigation Hibdon/Mason 24/7 Shelter SWC Hibdon Court and Mason Street Fort Collins, Colorado Project No. FC10,520.000-125-R1 Date: October 25, 2022 EXISTING ASPHALT/CONCRETE (TO BE REMOVED & REPLACED) P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ E x i s t \ 1 9 7 1 - 0 0 1 _ E C O N _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 3 : 2 9 A M , 1 : 1 ELEC FE S M VAULT ELEC CABLE ELEC X X CT V CT V CT V CT V CT V CT V CTV CT V CTV CTV CTV OHU OHU OHU X X X X X X X X X X X X X X X X X X CTV CTV CT V CTV CT V G G G G G G G G SS SS SS SS SS SS H2O H2O A R V H2O H2O D H Y D S F E S F E S W W W W W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXXXXX OHU OHU OHU OHU OHU OHU X X X X X X X X X X W W W W W W W W W W W W W W W W W W W W W W W X X X W W W W W W D X X X X X X X W ST ST ST / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / QR INC. 280 HICKORY STREET FORT COLLINS, CO QR INC. 200 HICKORY STREET FORT COLLINS, CO 1311 N. COLLEGE LLC FORT COLLINS, CO WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO N M A S O N S T R E E T 20' ROW EASEMENT REC. NO. 85040113 6' UTILITY EASEMENT BK 1658 PG 746 6' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING 10' UTILITY EASEMENT BK 1658 PG 746 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 322 53.5' PERPETUAL EASEMENT FOR ELECTRIC POWER TRANSMISSION LINE BK 923 PG 282 HIBDON COURT 24' ACCESS EASEMENT REC. NO. 20140036292 EXISTING STORM DRAIN EXISTING 36" WATER LINE DRY WELL (TYP.) 71' ROW 33' FL-EOA 71' ROW 33' FL-EOA LOT LINE HICKORY REGIONAL DETENTION POND 76 . 0 8 76 . 0 8 76.08 76.08 76.9 3 76.08 75.80 (7 6 . 2 6 ) 76.58 HP 76.58 HP 76.58 HP 7 6 . 5 8 H P 76. 5 8 HP 80 . 4 3 79 . 0 6 78.56 78.24 77.6 8 77 . 1 9 75 . 9 1 76.11 76 . 6 9 77 . 3 2 78 . 3 6 78 . 5 2 78.24 77.71 78.35 78 . 7 2 78 . 4 5 77.47 76.43 76 . 5 9 77.00 77.03 76 . 5 2 76 . 5 2 76.8 4 76 . 8 9 76 . 5 9 77.32 77.94 (76.00) 1.1 % 1. 1 % 1.1 % 1 . 1 % 1.1 % 1 . 1 % 1.0 % 1 . 1 % 1.1% 1 . 1 % 1.0 % 1.1% 1.1 % 1.0% 1.2% 1.0% 1.1 % 1.0% 1.0% 1. 0 % 1 . 1 % 1 . 1 % 3.1% 2.7% 3.5 % 2.5 % 1.6% 8. 0 % 2.8% 4: 1 6:1 4: 1 4: 1 4: 14: 1 4:1 4:1 4:1 4: 1 3: 1 4:1 4:1 4:1 4:1 1.0% 78.96 81.28 80.0080.0 5 80.00 81.58 75.67 (78.39) (77.66) (7 7 . 8 6 ) (8 0 . 4 1 ) (8 1 . 7 3 ) (80.00) (78. 5 9 ) 4:1 STORM DRAIN LINE A (INTERIM POND OUTFALL) STORM EXTENSION 82.70 80.29 (80.32) (78.87) (79.84) 19 . 4 % 80 . 0 0 80 . 0 0 80.0080 . 0 0 80.00 80.00 80 . 0 0 80 . 0 0 (7 9 . 1 4 ) (7 7 . 3 6 ) 0.5% 0.5%0.5%0.5% 0.5% 0.5 % 0 . 5 % 0 . 5 % 0.5 % 0.5 % 0.5% 0.5% 20' IRRIGATION DITCH EASEMENT BK 1429 PG 750 EXISTING BUILDING 79.00 80.30 4 : 1 3: 1 2. 4 % CURB CUT AND SIDEWALK CHASE 77 . 1 3 76.30 0.9% 82.00 82.00 (81.82) SWALE SWALE 4:1 EXISTING 24" STORM CULVERT LOT 1 LOT 2 LOT 3 20' UTILITY EASEMENT PER VALLEY STEEL & WIRE SUBDIVISION PLAT 6' UTILITY EASEMENT REC. NO. 2006-0068858 REC. NO. 2006-0068859 RIP RAP RUNDOWN RIP RAP RUNDOWN RIP RAP (7 9 . 8 6 ) (79.55) 79.79 79.34 (79.49) 79.66 79 . 2 2 PROPOSED SCOUR STOP RIP RAP R.O.W AGREEMENT WITH UNION PACIFIC RAILROAD FOR THE PURPOSE OF IRRIGATION DITCH & IRRIGATION WATER UNSPECIFIED WIDTH BK 813 PG 27 TO BE VACATED PER LANGUAGE FOUND ON PAGE 28 OF SAID DOCUMENT 6' SIDEWALK 9' UTILITY EASEMENT 9' UTILITY EASEMENT 30" VERTICAL CURB AND GUTTER UNGULATED SWALE UNGULATED SWALE 30' UPRR TRACK EASEMENT BK 2027 PG 988 REC. NO. 98091992 REC. NO. 20060019203 G1 GR A D I N G P L A N 4 NORTH ( IN FEET ) 1 inch = ft. Feet04040 40 80 120 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E PROPOSED CONTOUR EXISTING STORM SEWER PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED SPOT ELEVATION PROPOSED SLOPES 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 3. ALL PROJECT DATA IS ON VERTICAL DATUM; NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES. 4. ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE FINISHED GRADE ELEVATIONS. NOTES: PROPOSED STORM INLET 2.0% (47.45) EXISTING SPOT ELEVATION EXISTING LOT LINE PROPOSED CONCRETE CROSS PAN (TYP.) 33.43 EXISTING RIGHT OF WAY PROPOSED LOT LINE PROPOSED RIGHT OF WAY LEGEND: PROPOSED EDGE OF ASPHALT / / / / / / / / CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ G r a d i n g \ 1 9 7 1 - 0 0 1 _ O G R A D _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 3 : 3 9 A M , 1 : 1 S ELEC F E S M VAULT ELEC VAULT CABLEVAULTELEC VAULT ELEC VAULTELEC CABLE CABLE VAULT ELEC CELEC ELEC ELEC CTV CTV CTV OH U OH U OH U OH U E E E E OHU E E X X X X X X CT V CT V CT V CT V CTV CT V CTV CTV CTV OHU OHU X X X X X X X X X X X X X X CTV CTV CTV CT V CTV CTV CT V CTV CTV G G G G G G G G CTV CTV G G SS SS SS SS SS SS SS SS SS SS SS SS H2O H2O ARV H2O H2O D HY D S FE S FE S W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXX OHU OHU OHU OHU OHU X X X X X X X X W W W W W W W W W W W W W W W W W W W X X W W W W W S S SS SS SS SS SS SS SS D ELEC X X X X XX X X X X W W W XXX X X X X X X SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST 8" W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / S I F 8" W 8" W 8 " W 8 " W 8 " W 8 " W 8 " W 8 " W 8" W 8" W 8" W 8" W 8 " W 8" W 8" W 8" W 8" W 8" W 12 " S S 12 " S S 12 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 1 2 " S S 12" SS S W G G G G G G G G G G G E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E NCFS LLC 300 HICKORY STREET FORT COLLINS, CO QR INC. 280 HICKORY STREET FORT COLLINS, CO QR INC. 200 HICKORY STREET FORT COLLINS, CO R AND S HOLDINGS 1235 N. COLLEGE AVENUE FORT COLLINS, CO HAINES BRANDON KUHRT 1295 N. COLLEGE AVENUE FORT COLLINS, CO GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO HOYT JOHN R 1307 N. COLLEGE AVENUE FORT COLLINS, CO 1311 N. COLLEGE LLC HIBON CT. FORT COLLINS, CO 1311 N. COLLEGE LLC 1311 N. COLLEGE AVENUE FORT COLLINS, CO WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO D AND S MOTELS INC 1405 N. COLLEGE AVENUE FORT COLLINS, CO RI C H E Y A D D I E 16 0 1 N . C O L L E G E A V E N U E FO R T C O L L I N S , C O MA S O N S T R E E T SSMH A2 SSMH A1 EX SSMH A SSMH A3 SSMH A4 SSMH A5 SSMH A6 SSMH A7 CONNECT TO EXISTING SANITARY MANHOLE N M A S O N S T R E E T HICKORY STREET 20'' WATERLINE ROW EASEMENT REC. NO. 85040113 20' UTILITY EASEMENT BK 1429 PG 750 20' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING RIGHT OF WAY EASEMENT BK 929 PG 30 (WIDTH VARIES) 6' UTILITY EASEMENT BK 1658 PG 746 6' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING 30' NON-EXCLUSIVE ROADWAY/ACCESS EASEMENT BK 2125 PG 1500 10' ROW PSC EASEMENT BK 1430 PG 930 EXISTING 10' UTILITY EASEMENT BK 1658 PG 746 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 322 NON-EXCLUSIVE ACCESS EASEMENT REC. NO. 20140030921 53.5' PERPETUAL EASEMENT FOR ELECTRIC POWER TRANSMISSION LINE BK 923 PG 282 HIBDON COURT 10' UTILITY EASEMENT BK 1429 PG 750 24' ACCESS EASEMENT REC. NO. 20140036292 20' IRRIGATION DITCH EASEMENT BK 1429 PG 750 30' EASEMENT FOR ROAD PURPOSES BK 1143 PG 187 (EXCEPTION PARCEL PIB FCIF25205400) 20' RIGHT OF WAY EASEMENT BK 1114 PG 555 30' UPRR TRACK EASEMENT BK 2027 PG 988 REC. NO. 98091992 REC. NO. 20060019203 UNION PACIFIC RAILROAD EXISTING STORM DRAIN EXISTING FIRE HYDRANT EXISTING 12" SANITARY SEWER EXISTING STORM INLET EXISTING 36" WATER LINE DRY WELL (TYP.) FIRE HYDRANT PROPOSED WATER CONNECTION SANITARY SEWER SERVICE IRRIGATION SERVICE WATER SERVICE FIRE LINE SANITARY SEWER SERVICE SANITARY SEWER LINE A SEE SHEET 6 EXISTING SANITARY SEWER EXISTING WATERLINE 33' FL-EOA 71' ROW 33' FL-EOA LOT LINE 24' EOC-EOC HICKORY REGIONAL DETENTION POND CURB CUT AND SIDEWALK CHASE SWALE STORM DRAIN LINE A (INTERIM POND OUTFALL) PROPOSED STORM EXTENSION LOT 1 LOT 2 LOT 3 SWALE STREET LIGHT STREET LIGHT STREET LIGHT STREET LIGHT RIP RAP PROPOSED RIP RAP PROPOSED WATER CAP APPROXIMATE LOCATION OF STORM DRAIN APPROXIMATE LOCATION OF 8" WATER 20' UTILITY EASEMENT PER VALLEY STEEL & WIRE SUBDIVISION PLAT 6' UTILITY EASEMENT REC. NO. 2006-0068858 REC. NO. 2006-0068859 R.O.W AGREEMENT WITH UNION PACIFIC RAILROAD FOR THE PURPOSE OF IRRIGATION DITCH & IRRIGATION WATER UNSPECIFIED WIDTH BK 813 PG 27 TO BE VACATED PER LANGUAGE FOUND ON PAGE 28 OF SAID DOCUMENT 9.68' EASEMENT BY SEPARATE DOCUMENT15' 4.7' SEPARATION APPROXIMATE LOCATION OF 36" WATER LINE (WILL NEED TO BE LOCATED) ACCESS EASEMENT REC. NO. 20140012394 ELECTRIC LINE GAS LINE 9' UTILITY EASEMENT 9' UTILITY EASEMENT 71' ROW RELOCATED ELECTRIC LINE TIE INTO EXISTING ELECTRIC LINE U1 UT I L I T Y P L A N 5 NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E NOTES: 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. ALL WATER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARDS, LATEST EDITION, EXCEPT FOR THE STANDARDS RELATED TO THE WATER SERVICES, WHICH SHALL BE PER CITY STANDARDS, EXCEPT THAT NO MECHANICAL JOINT RESTRAINTS ARE REQUIRED BETWEEN FITTINGS UNLESS SPECIFICALLY SHOWN ON THE PLAN OR AS REQUIRED FOR ABNORMAL DEFLECTIONS. 3. ALL SEWER CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS SANITARY SEWER DESIGN TECHNICAL CRITERIA MANUAL, LATEST EDITION. 4. ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE NOT TO SCALE. 5. ALL WATERLINES SHALL HAVE A 5 FOOT MINIMUM CLEARANCE FROM FINISHED GRADE TO TOP OF PIPE. 6. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 7. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS & SERVICES. 8. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. 9. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS. 10. ALL MANHOLE RIM ELEVATIONS (EXISTING & PROPOSED) ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. EXISTING LOT LINE EASEMENT LINE SPROPOSED SEWER SERVICE WPROPOSED WATER SERVICE EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: G T EXISTING STORM SEWER EXISTING TELEPHONE EXISTING GAS EXISTING SANITARY SEWER PROPOSED STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPERTY BOUNDARY EXISTING TELEPHONE PEDESTAL PROPOSED STREET LIGHT W SS PROPOSED LOT LINE PROPOSED ROW EXISTING ROW EXISTING CABLE CTV P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ U t i l \ 1 9 7 1 - 0 0 1 _ O U T I L _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 3 : 4 7 A M , 1 : 1 4965 4970 4975 4980 4985 4990 4995 5000 5005 4965 4970 4975 4980 4985 4990 4995 5000 5005 9+7510+0011+0012+0013+0014+0015+0016+0017+0018+0019+0020+0021+0022+0022+50 EXISTING GROUND @ PIPE CENTERLINE PROPOSED GROUND @ PIPE CENTERLINE SS M H A 6 ST A 1 6 + 4 8 . 5 7 RI M 4 9 8 2 . 5 ± IN V . I N 4 9 7 1 . 9 3 ( N ) IN V . O U T 4 9 7 1 . 9 3 ( S ) SS M H A 5 ST A 1 5 + 2 9 . 6 2 RI M 4 9 8 2 . 4 ± IN V . I N 4 9 7 1 . 6 9 ( N ) IN V . O U T 4 9 7 1 . 6 9 ( S E ) SS M H A 4 ST A 1 4 + 4 1 . 8 0 RI M 4 9 8 1 . 3 ± IN V . I N 4 9 7 1 . 5 1 ( N W ) IN V . O U T 4 9 7 1 . 5 1 ( S E ) SS M H A 3 ST A 1 3 + 3 0 . 4 0 RI M 4 9 8 1 . 0 ± IN V . I N 4 9 7 1 . 2 9 ( N W ) IN V . O U T 4 9 7 1 . 2 9 ( S E ) EX S S M H A 8 ST A 2 1 + 9 3 . 1 9 RI M 4 9 7 9 . 9 ± IN V . I N 4 9 7 3 . 0 6 ( N ) IN V . O U T 4 9 7 3 . 0 6 ( W ) IN V . O U T 4 9 7 2 . 9 1 ( S ) SS M H A 7 ST A 1 7 + 9 8 . 3 8 RI M 4 9 7 9 . 6 ± IN V . I N 4 9 7 2 . 2 3 ( E ) IN V . O U T 4 9 7 2 . 2 3 ( S ) EX S S M H A ST A 1 0 + 0 0 . 0 0 RI M 4 9 7 8 . 5 ± IN V . I N 4 9 7 0 . 6 4 ( W ) IN V . I N 4 9 7 0 . 8 5 ( N ) IN V . O U T 4 9 7 0 . 6 4 ( S ) SS M H A 1 ST A 1 0 + 9 2 . 4 7 RI M 4 9 7 8 . 1 ± IN V . I N 4 9 7 0 . 8 2 ( N W ) IN V . O U T 4 9 7 0 . 8 2 ( E ) SS M H A 2 ST A 1 1 + 0 9 . 5 5 RI M 4 9 7 7 . 9 ± IN V . I N 4 9 7 0 . 8 5 ( N W ) IN V . O U T 4 9 7 0 . 8 5 ( S E ) 92.47 LF 12" PVC @ 0.20% 11.53 LF 12" PVC @ 0.41% 17.08 LF 12" PVC @ 0.20% 220.85 LF 12" PVC @ 0.20%111.40 LF 12" PVC @ 0.20%87.82 LF 12" PVC @ 0.20%118.95 LF 12" PVC @ 0.20%149.81 LF 12" PVC @ 0.20% FUTURE 394.80 LF 12" PVC @ 0.21% 15" RCP STORM STA.=12+80.69 INV.=4975.99 S EL E C F ES M VA U L T EL E C VA U L T EL E C VA U L T EL E C CA B L E CA B L E VA U L T EL E C C EL E C EL E C EL E C CT V CT V C T V OHUOHUOHUOHU E E OH U E X X X X X X CTVCTVCTVCTV CT V CTV CT V CT V CT V OH U OH U CT V CT V CT V CTV CT V CT V CTV CT V CT V G G G G G G G G CT V G SS SS SS SS SS SS SSSSSSSSSSSS H2 O D H YD S F E S F E S W W W W W W X X X X X W W W W W W X X W W W W W S S SSSSSSSSSSSSSS D EL E C X X X X X XXXXXW W W X X X X X XXXX SSSSSSSSSSSSSSSSSS ST ST ST ST ST ST 8" W / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / S I F8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 8" W 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" S S 12" S S 12" S S 12" S S 12" S S 12" SS 12 " S S S W G G G G G G G G G G G E E E E E E E E E E E E E E E E E EE MASON S T R E E T QR INC. 200 HICKORY STREET FORT COLLINS, CO R AND S HOLDINGS 1235 N. COLLEGE AVENUE FORT COLLINS, CO HAINES BRANDON KUHRT 1295 N. COLLEGE AVENUE FORT COLLINS, CO GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO HOYT JOHN R 1307 N. COLLEGE AVENUE FORT COLLINS, CO 1311 N. COLLEGE LLC HIBON CT. FORT COLLINS, CO 1311 N. COLLEGE LLC 1311 N. COLLEGE AVENUE FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO D AND S MOTELS INC 1405 N. COLLEGE AVENUE FORT COLLINS, CO SSMH A6 STA 16+48.57 N: 137801.43 E: 194251.55 SSMH A5 STA 15+29.62 N: 137687.19 E: 194284.68 SSMH A4 STA 14+41.80 N: 137608.91 E: 194324.49 SSMH A3 STA 13+30.40 N: 137520.35 E: 194392.07 EX SSMH A8 STA 21+93.19 N: 137945.70 E: 194649.64 SSMH A7 STA 17+98.38 N: 137951.21 E: 194254.88 EX SSMH A STA 10+00.00 N: 137342.51 E: 194642.30 SSMH A1 STA 10+92.47 N: 137343.53 E: 194549.84 SSMH A2 STA 11+09.55 N: 137359.25 E: 194543.14 92.47 LF 12" PVC @ 0.20% 17.08 LF 12" PVC @ 0.20% 220. 8 5 L F 1 2 " P V C @ 0 . 2 0 % 111.4 0 L F 1 2 " P V C @ 0 . 2 0 % 87.82 L F 1 2 " P V C @ 0 . 2 0 % 118.95 LF 1 2 " P V C @ 0 . 2 0 % 149.81 LF 12" PVC @ 0.20% HI B D O N C O U R T 6' SIDEWALK 6' SI D E W A L K 9' UT I L I T Y E A S E M E N T 9' UTILITY EASEMENT HI C K O R Y S T R E E T 10' UTILITY EASEMENT BK 1658 PG 746 33' FL-EOA 71' ROW SANITARY SEWER SERVICE SANITARY SEWER SERVICE CONNECT TO EXISTING SANITARY MANHOLE 24' ACCESS EASEMENT REC. NO. 20140036292 20' IRRIGATION DITCH EASEMENT BK 1429 PG 750 30' NON-EXCLUSIVE ROADWAY/ACCESS EASEMENT BK 2125 PG 1500 10' ROW PSC EASEMENT BK 1430 PG 930 10' UTILITY EASEMENT BK 1429 PG 750 NON-EXCLUSIVE ACCESS EASEMENT REC. NO. 20140030921 EXISTING SANITARY SEWER EXISTING WATERLINE STORM DRAIN LINE A (INTERIM POND OUTFALL) EXISTING 12" SANITARY SEWER LOT 3 LOT 1 45 ROW BK 1743 PG 632 10 UTILITY EASEMENT BK 1572 PG 322 20' UTILITY EASEMENT BK 1429 PG 750 20' WATERLINE AND ROW EASEMENT REC. NO. 85040113 ACCESS EASEMENT REC. NO.2014001239 4.94' SEPARATION15' 9.67' UTILITY EASEMENT BY SEPARATE DOC. SS1 PL A N & P R O F I L E SA N I T A R Y S E W E R L I N E A 6 ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 PROFILE SCALE: SANITARY SEWER LINE A Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E EXISTING WATER MAIN PROPOSED WATER MAIN PROPOSED STORM SEWER LEGEND: NOTES: 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. ALL SANITARY CONSTRUCTION SHALL BE PER THE CITY OF FORT COLLINS STANDARDS, LATEST EDITION. 3. MANHOLE RIM ELEVATIONS ARE TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. 4. UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND ARE SUBJECT TO CHANGE IN THE FIELD. 5. MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL STROM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES. 6. ALL SANITARY MANHOLES TO BE 4'Ø UNLESS NOTED OTHERWISE. 7. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION. W EXISTING STORM SEWER SPROPOSED SEWER SERVICE EXISTING SANITARY SEWER SS PROPOSED AREA STORM INLET PROPOSED CURB & GUTTER PROPOSED SANITARY SEWER PROPOSED FIRE HYDRANT EXISTING FIRE HYDRANT PROPOSED LOT LINE PROJECT BOUNDARY EXISTING RIGHT OF WAY W EASEMENT LINE PROPOSED RIGHT OF WAY PROPOSED COMBO STORM INLET PROPOSED TYPE-R STORM INLET PROPOSED WATER SERVICE NORTH CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ S a n i t a r y \ 1 9 7 1 - 0 0 1 _ S A N _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 3 : 5 6 A M , 1 : 1 / / / / / / / / / / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / EL E C CT V OH U G G G G SS SS D H YD S X W W WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO 71' ROW 33' FL-EOA 10' UTILITY EASEMENT BK 1658 PG 746 71' RO W 33' FL- E O A 6' SIDEWALK 6' SI D E W A L K 9' UT I L I T Y E A S E M E N T 9' UTILITY EASEME N T 9' UTILITY EASEME N T MATCH EXISTING RIBBON CURB MATCH EXISTING RIBBON CURB HOAG COMMERCIAL RENTALS, LLC 1475 N. COLLEGE AVENUE FORT COLLINS, CO LO Y D S H O L D I N G S , L L C 15 0 5 N . C O L L E G E A V E N U E FO R T C O L L I N S , C O LOT 2 LOT 3 CITY OF FORT COLLINS N MAS O N S T R E E T HI B D O N C O U R T 4970 4975 4980 4985 4990 4995 4970 4975 4980 4985 4990 4995 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 14+50 -1.25% 3.00% -0.50% 100.0' VC HP ELEV = 4983.03 HP STA = 13+50.34 PVI STA = 13+29.69 PVI ELEV = 4983.47 BV C S : 1 2 + 7 9 . 6 9 BV C E : 4 9 8 1 . 9 7 EV C S : 1 3 + 7 9 . 6 9 EV C E : 4 9 8 2 . 8 5 A.D. = 4.25 K = 23.55 130.0' VC LP ELEV = 4979.79 LP STA = 11+51.41 PVI STA = 11+97.84 PVI ELEV = 4979.51 BC V S : 1 1 + 3 2 . 8 4 BV C E : 4 9 7 9 . 8 4 EC V S : 1 2 + 6 2 . 8 4 EV C E : 4 9 8 1 . 4 6 A.D. = 3.50 K = 37.14 PROPOSED GRADE @ ROAD CENTERLINE PROPOSED GRADE EXISTING GROUND EXISTING GROUND @ ROAD CENTERLINE 49 7 9 . 7 9 49 7 9 . 8 7 49 8 0 . 1 1 49 8 0 . 5 2 49 8 1 . 1 0 49 8 1 . 8 3 49 8 2 . 4 9 49 8 2 . 8 9 49 8 3 . 0 3 49 8 2 . 9 0 49 8 2 . 5 9 49 8 2 . 2 8 -0.50% PV I S T A = 6 + 2 8 . 3 7 PV I E L E V = 4 9 8 2 . 3 6 PV I S T A = 1 1 + 2 8 . 3 8 PV I E L E V = 4 9 7 9 . 8 6 FUTURE GROUND @ ROAD CENTERLINE R1 PL A N & P R O F I L E N M A S O N S T R E E T 7 NORTH CENTERLINE N MASON STREET SCALE : 1" = 40' (H) 1" = 5' (V) ( IN FEET ) 1 inch = ft. Feet04040 40 80 120 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E EXISTING RIGHT-OF-WAY LEGEND: PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED EDGE OF ASPHALT PROPOSED STORM MANHOLE / / / / / / / / PROPOSED CURB & GUTTER PROPOSED CENTERLINE PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED RIGHT-OF-WAY NOTES: 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND RECOMMENDATIONS. 3. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH TOWN STREET REPAIR STANDARDS. 4. EXISTING AND PROPOSED MANHOLE RIMS AND VALVE BOX LIDS TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. PROPERTY BOUNDARY PROPOSED LOT LINE EASEMENT LINE SAWCUT LINE EXISTING LOT LINE PROPOSED STORM INLET CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R L I N E M A T C H S T A 1 4 + 5 0 S E E S H T R 2 ST A MA T C H L I N E SE E S H E E T 14 + 5 0 R2 P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ S t r e e t s \ 1 9 7 1 - 0 0 1 _ S T R T _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 4 : 0 5 A M , 1 : 1 / / / / / / / / / / / / / / / // / / / / / / // / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / CT V CT V OH U OH U H2O D F E S F E S W W W W X X X X W W W W XX X ELE C X X X X X X X X X X X X X W W X X X X X X X ST ST ST 8" W QR INC. 200 HICKORY STREET FORT COLLINS, CO GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO EA S E M E N T 71' ROW 33' FL-EOA 6' SIDEW A L K 9' UTILIT Y E A S E M E N T NON-EXCLUSIVE ACCESS EASEMENT REC. NO. 20140030921 24' EXISTING EOC-EOC 24' ACCESS EASEMENT REC. NO. 20140036292 20' WATERLINE AND ROW EASEMENT REC. NO. 85040113 20' UTILITY EASEMENT BK 1429 PG 750 FUTURE 71' ROW 30' EASEMENT FOR ROAD PURPOSES BK 1143 PG 187 (EXCEPTION PARCEL PIB FCIF25205400) FUTURE 71' ROW N MASON STREET 10' UTILITY EASEMENT BK 1658 PG 746 LOT 1 ACCESS EASEMENT REC. NO.2014001239 4970 4975 4980 4985 4990 4995 4970 4975 4980 4985 4990 4995 14+50 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 EXISTING GROUND @ ROAD CENTERLINE 1.9-FT 49 8 1 . 6 6 49 8 1 . 3 5 49 8 1 . 1 2 49 8 1 . 0 3 49 8 1 . 0 9 49 8 1 . 1 4 49 8 0 . 9 0 49 8 0 . 3 8 49 7 9 . 6 6 49 7 9 . 0 9 49 7 8 . 6 8 0.50% -3.00% -0.96% -1.25% 75.0' VC HP ELEV = 4981.15 HP STA = 15+92.32 PVI STA = 16+19.17 PVI ELEV = 4981.31 BV C S : 1 5 + 8 1 . 6 7 BV C E : 4 9 8 1 . 1 3 EV C S : 1 6 + 5 6 . 6 7 EV C E : 4 9 8 0 . 1 9 A.D. = 3.50 K = 21.43 75.0' VC LP ELEV = 4981.03 LP STA = 15+51.93 PVI STA = 15+35.82 PVI ELEV = 4980.90 BC V S : 1 4 + 9 8 . 3 2 BV C E : 4 9 8 1 . 3 7 EC V S : 1 5 + 7 3 . 3 2 EV C E : 4 9 8 1 . 0 9 A.D. = 1.74 K = 43.02 76.0' VC PVI STA = 16+99.52 PVI ELEV = 4978.90 BC V S : 1 6 + 6 1 . 5 2 BV C E : 4 9 8 0 . 0 4 EC V S : 1 7 + 3 7 . 5 2 EV C E : 4 9 7 8 . 5 4 A.D. = 2.04 K = 37.21 PROPOSED GRADE EXISTING GROUND PROPOSED GRADE @ ROAD CENTERLINE 2.96% 3.79% -13.99% -0.96% -0.52% -4.15% PV I S T A = 1 7 + 3 8 . 2 7 PV I E L E V = 4 9 7 8 . 5 3 PV I S T A = 2 1 + 9 3 . 7 2 PV I E L E V = 4 9 7 5 . 8 3 PV I S T A = 2 1 + 7 2 . 9 8 PV I E L E V = 4 9 7 5 . 2 1 PV I S T A = 2 1 + 5 9 . 2 8 PV I E L E V = 4 9 7 4 . 6 9 PV I S T A = 1 7 + 8 2 . 1 4 PV I E L E V = 4 9 7 8 . 1 1 PV I S T A = 2 1 + 3 1 . 7 5 PV I E L E V = 4 9 7 6 . 2 9 PV I S T A = 2 1 + 5 4 . 6 3 PV I E L E V = 4 9 7 5 . 3 5 FUTURE GROUND @ ROAD CENTERLINE 15" RCP STORM STA.=16+67.16 INV.=4975.99 R2 PL A N & P R O F I L E N M A S O N S T R E E T 8 NORTH CENTERLINE N MASON STREET SCALE : 1" = 40' (H) 1" = 5' (V) ( IN FEET ) 1 inch = ft. Feet04040 40 80 120 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E EXISTING RIGHT-OF-WAY LEGEND: PROPOSED STORM SEWER EXISTING STORM SEWER PROPOSED EDGE OF ASPHALT PROPOSED STORM MANHOLE / / / / / / / / PROPOSED CURB & GUTTER PROPOSED CENTERLINE PROPOSED CONCRETE CROSSPAN (TYP.) PROPOSED RIGHT-OF-WAY NOTES: 1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES. 2. SEE SOILS REPORT FOR PAVEMENT AND SUBGRADE PREPARATION, DESIGN AND RECOMMENDATIONS. 3. LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH TOWN STREET REPAIR STANDARDS. 4. EXISTING AND PROPOSED MANHOLE RIMS AND VALVE BOX LIDS TO BE ADJUSTED TO 14" BELOW FINISHED GRADE. IF NECESSARY, CONE SECTIONS SHALL BE ROTATED TO PREVENT LIDS BEING LOCATED WITHIN VEHICLE OR BICYCLE WHEEL PATHS. PROPERTY BOUNDARY PROPOSED LOT LINE EASEMENT LINE SAWCUT LINE EXISTING LOT LINE PROPOSED STORM INLET CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R STORM DRAIN A (INTERIM POND OUTFALL) LOT LINE LI N E MA T C H ST A 14 + 5 0 SE E S H T R1 ST A MA T C H L I N E SE E S H E E T 14 + 5 0 R1 P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ S t r e e t s \ 1 9 7 1 - 0 0 1 _ S T R T _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 4 : 0 8 A M , 1 : 1 S ELEC F E S M VAULT ELEC VAULT CABLEVAULTELEC VAULT ELEC VAULTELEC CABLE CABLE VAULT ELEC CELEC ELEC ELEC CTV CTV CTV OH U OH U OH U OH U E E E E OHU E E X X X X X X CT V CT V CT V CT V CTV CT V CTV CTV CTV OHU OHU X X X X X X X X X X X X X X CTV CTV CTV CT V CTV CTV CT V CTV CTV G G G G G G G G CTV CTV G G SS SS SS SS SS SS SS SS SS SS SS SS H2O H2O ARV H2O H2O D HY D S FE S FE S W W W W W W W W W W W W W W W W W W W XXXXXXXXXXXXX OHU OHU OHU OHU OHU X X X X X X X X W W W W W W W W W W W W W W W W W W W X X W W W W W S S SS SS SS SS SS SS SS D ELEC X X X X XX X X X X W W W XXX X X X X X X SS SS SS SS SS SS SS SS ST ST ST ST ST ST ST ST ST ST ST ST ST 8" W 8.11 ac. A1 0.46 ac. A3 1.19 ac. A2 0.32 ac. B2 0.37 ac. B1 b1 a1 0.13 ac. A7 a7 0.20 ac. A6 0.19 ac. A8 1.47 ac. B3 a6 a8 b2 NCFS LLC 300 HICKORY STREET FORT COLLINS, CO QR INC. 280 HICKORY STREET FORT COLLINS, CO QR INC. 200 HICKORY STREET FORT COLLINS, CO R AND S HOLDINGS 1235 N. COLLEGE AVENUE FORT COLLINS, CO HAINES BRANDON KUHRT 1295 N. COLLEGE AVENUE FORT COLLINS, CO GRATITUDE LLC 1303 N. COLLEGE AVENUE FORT COLLINS, CO HOYT JOHN R 1307 N. COLLEGE AVENUE FORT COLLINS, CO 1311 N. COLLEGE LLC HIBON CT. FORT COLLINS, CO 1311 N. COLLEGE LLC 1311 N. COLLEGE AVENUE FORT COLLINS, CO WANKIER LANCE 1401 N. COLLEGE AVENUE FORT COLLINS, CO WOOD RONALD G/ JENNIFER L/ WILLARD E 122 HIBDON COURT FORT COLLINS, CO THOMPSON PROPERTIES LLC 1319 N. COLLEGE AVENUE FORT COLLINS, CO D AND S MOTELS INC 1405 N. COLLEGE AVENUE FORT COLLINS, CO RI C H E Y A D D I E 16 0 1 N . C O L L E G E A V E N U E FO R T C O L L I N S , C O MA S O N S T R E E T N M A S O N S T R E E T HICKORY STREET 20' WATERLINE AND ROW EASEMENT REC. NO. 85040113 6' UTILITY EASEMENT BK 1658 PG 746 6' UTILITY EASEMENT PER PLAT OF BREW SUB. FIRST FILING 10' UTILITY EASEMENT BK 1658 PG 746 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 322 45' ROW BK 1743 PG 632 10' UTILITY EASEMENT BK 1572 PG 321 53.5' PERPETUAL EASEMENT FOR ELECTRIC POWER TRANSMISSION LINE BK 923 PG 282 HIBDON COURT 24' ACCESS EASEMENT REC. NO. 20140036292 30' EASEMENT FOR ROAD PURPOSES BK 1143 PG 187 (EXCEPTION PARCEL PIB FCIF25205400) 20' RIGHT OF WAY EASEMENT BK 1114 PG 555 30' UPRR TRACK EASEMENT BK 2027 PG 988 REC. NO. 98091992 REC. NO. 20060019203 UNION PACIFIC RAILROAD DRY WELL (TYP.) HICKORY REGIONAL DETENTION POND SWALE STORM DRAIN LINE A (INTERIM POND OUTFALL) STORM EXTENSION WATER QUALITY OUTLET STRUCTURE WITH RESTRICTOR PLATE 0.62 ac. A4 0.37 ac. A5 a5 LOT 1 LOT 2 LOT 3 SWALE 20' UTILITY EASEMENT PER VALLEY STEEL & WIRE SUBDIVISION PLAT 6' UTILITY EASEMENT REC. NO. 2006-0068858 REC. NO. 2006-0068859 CURB CUT & SIDEWALK CHASE ROW AGREEMENT WITH UNION PACIFIC RAILROAD FOR THE PURPOSE OF IRRIGATION DITCH & IRRIGATION WATER UNSPECIFIED WIDTH BK 813 PG 27 TO BE VACATED PER LANGUAGE FOUND ON PAGE 28 OF SAID DOCUMENT DR1 DR A I N A G E E X H I B I T 9 CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow.before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet05050 50 100 150 Sheet Th e s e d r a w i n g s a r e in s t r u m e n t s o f s e r v i c e pr o v i d e d b y N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . an d a r e n o t t o b e u s e d f o r an y t y p e o f c o n s t r u c t i o n un l e s s s i g n e d a n d s e a l e d b y a P r o f e s s i o n a l E n g i n e e r i n th e e m p l o y o f N o r t h e r n En g i n e e r i n g S e r v i c e s , I n c . N O T F O R C O N S T R U C T I O N R E V I E W S E T of 9 MA S O N S T R E E T I N F R A S T R U C T U R E PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1. REFER TO THE PRELIMINARY DRAINAGE REPORT, DATED MAY 24, 2023 FOR ADDITIONAL INFORMATION. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTIONDEVELOPED DRAINAGE SUMMARY Design Point Basin ID Total Area (acres) C2 C100 2-Yr Tc (min) 100-Yr Tc (min) Q2 (cfs) Q100 (cfs) a1 A1 8.114 0.20 0.25 17.57 17.57 2.80 12.19 a2 A2 1.187 0.64 0.80 7.74 7.74 1.88 9.48 a3 A3 0.464 0.65 0.81 6.75 6.75 0.78 3.72 a4 A4 0.622 0.64 0.80 6.79 6.79 1.04 4.97 a5 A5 0.372 0.64 0.81 6.18 6.18 0.64 2.98 a6 A6 0.204 0.84 1.00 5.00 5.00 0.49 2.03 a7 A7 0.133 0.65 0.81 5.00 5.00 0.25 1.07 a8 A8 0.186 0.82 1.00 5.00 5.00 0.43 1.85 b1 B1 0.374 0.42 0.53 7.67 7.67 0.39 1.79 b2 B2 0.315 0.61 0.76 5.10 5.10 0.54 2.37 b3 B3 1.475 0.23 0.29 11.56 11.56 0.71 3.10 Interim Hickory Regional Detention Pond Volume Contour Elev.Contour Surface Area (ft2) Cummalitive Volume cu. ft. acre ft 4980 320713 837621 19.2 P: \ 1 9 7 1 - 0 0 1 \ D w g \ S h e e t s _ M a s o n S t r e e t \ D r a i n a g e \ 1 9 7 1 - 0 0 1 _ D R N G _ M a s o n S t r e e t . d w g , 5 / 2 4 / 2 0 2 3 8 : 2 4 : 1 7 A M , 1 : 1 Page 1 of 2 MINIMAL RISK. PAINLESS PROCESS. BEAUTIFUL SPACES. o: 970.224.5828 | w: ripleydesigninc.com RIPLEY DESIGN, INC. | 419 Canyon Avenue, Suite 200 | Fort Collins, CO 80521 Mason Street Infrastructure | Project Development Plan Project Narrative May 24th, 2023 Past Meeting Dates: Preliminary Design Review: October 12th, 2022 Neighborhood Meeting for ODP: May 5th, 2023 Applicant: 1311 N. College, LLC. General Information: The Mason Street Infrastructure Project Development Plan (PDP) is located in the North College Corridor along Mason Street between Hibdon Court and Hickory Lane. The site currently exists as two parcels, one of which is owned by 1311 N College LLC, and the other, City of Fort Collins. The existing zoning for the two parcels is Community Service District (C-S), and no changes to the zoning are being proposed. The package is focused on the design of Mason Street only, with no on-site, or use-specific improvements proposed. In parallel with this infrastructure package, an Overall Development Plan (ODP) is being proposed and submitted by the same applicant. Transportation Improvements The infrastructure package will provide design and construction details of Mason Street along the property frontage. Currently, Mason Street exists as a paved driveway with a 24’ Right-of-Way Access Easement. With this proposal, 71’ of Right-of-Way (R.O.W) will be dedicated to Mason Street adjacent to Lot 2. The ultimate R.O.W will accommodate a widened sidewalk, a tree lawn, a designated bike lane, and two vehicular drive lanes. A traffic study was conducted and is submitted with this proposal. Neighborhood Meeting Summary: A neighborhood meeting is not required for a Type 1 review, but it should be noted that Mason Street design came up as part of the discussion during the required Mason Street ODP neighborhood meeting. Several people attended the meeting both in-person and virtually, and the tone was that of curiosity and general interest. Most comments related to detention and tie-in to the surrounding infrastructure and how Mason Street would be aligned in the future. Specific comments related to Mason Street along our property frontage noted a desire for a bicycle and pedestrian friendly street section. Mason Street Design: Mason Street was designed following Larimer County Urban Area Street Standards. The proposed centerline alignment follows the existing centerline alignment. Curb and gutter will be installed along the western side of the Mason Street for the portion that is directly adjacent to Lot 2. The eastern side of Mason Street will not be built to the ultimate condition. At the time Lot 3 develops that development will be responsible for installing the rest of the asphalt, curb and gutter, and sidewalk. A 12” sanitary line will be installed from the intersection of Mason Street and Hibdon Court to an existing sanitary manhole that is roughly 100’ east from Lot 2’s southern boundary line and located in a utility easement. An 8” water line will be installed in Mason Street from Hickory Street to Hibdon Court. Lastly, an interim regional pond will be designed and installed in collaboration with City Stormwater to improve downstream infrastructure. Page 2 of 2 MINIMAL RISK. PAINLESS PROCESS. BEAUTIFUL SPACES. o: 970.224.5828 | w: ripleydesigninc.com RIPLEY DESIGN, INC. | 419 Canyon Avenue, Suite 200 | Fort Collins, CO 80521 Comment Response Letter: A copy of the letter received at Preliminary Design Review in October is submitted along with this package. The comment responses reflect those that are specific to this infrastructure PDP, and the proposed Overall Development Plan. Any comments related to buildings and site-specific design will be addressed when subsequent PDPs are submitted. 1 Community Development and Neighborhood Services 281 North College Avenue PO Box 580 Fort Collins, CO 80522 970.221.6689 970.224.6134 - fax fcgov.com/developmentreview November 01, 2022 Seth Forwood 316 Jefferson St Fort Collins, CO 80524 RE: Fort Collins Rescue Mission, PDR220013, Round Number Please see the following summary of comments from City staff and outside reviewing agencies for your submittal of Fort Collins Rescue Mission. If you have questions about any comments, you may contact the individual commenter or direct your questions through your Development Review Coordinator, Brandy Bethurem Harras via phone at 97 0-416-2744 or via email at bbethuremharras@fcgov.com. Comment Responses: 05/24/2023 Ripley Design Applicant Northern Engineering Fox Tuttle Not Applicable (Note: Comments that relate to on-site work will be responded to in detail at the time of subsequent PDP submittals.) Comment Summary: Department: Development Review Coordinator Contact: Brandy Bethurem Harras, 970-416-2744, bbethuremharras@fcgov.com Topic: General Comment Number: 1 10/31/2022: INFORMATION: I will be your primary point of contact throughout the development review and permitting process. If you have any questions, need additional meetings with the project reviewers, or need assistance throughout the process, please let me know and I can assist you and your team. Include me in all email correspondence with other reviewers and keep me informed of any phone conversations. Thank you! Ripley Design: Understood, thanks Brandy. 2 Comment Number: 2 10/31/2022: FOR HEARING: The proposed development project is subject to a Type 2 Review. The decision makers for your project will be the Planning & Zoning Commission at a public hearing. For the hearing, we will formally notify surrounding property owners within 800 – 1,000 feet (excluding public right-of-way and publicly owned open space). Staff will need to agree the project is ready for Hearing approximately 4 to 6 weeks prior to the hearing. I have attached the P&Z schedule, which has key dates leading up to the hearing. Ripley Design: Acknowledged. Comment Number: 3 10/31/2022: PRE-SUMBITTAL: A neighborhood meeting is required at least 10 days prior to formal submittal of your development review application. For the neighborhood meeting, we will formally invite surrounding neighbors to attend the meeting. Neighborhood meetings offer an informal way to get feedback from surrounding neighbors, identify any potential concerns prior to the formal hearing, and are an opportunity for you to share your development proposal. The City’s Development Review Liaison will facilitate the meeting. As your Development Review Coordinator, I will assist with preparing the mailing and coordinating the meeting date with your team. Please reach out to me when you are ready to schedule this meeting. Allow 48 weeks- prior to the desired meeting date to accommodate scheduling and notice requirements. Ripley Design: A neighborhood meeting for the proposed Overall Development Plan was held on May 10th, 2023. Comment Number: 4 10/31/2022: INFORMATION: I will provide you a roadmap specific to your development review project, helping to identify each step of the process. For more detailed process information, see the Development Review Guide at www.fcgov.com/drg. This online guide features a color coded flowchart with comprehensive, easy to read information on each step in the process. This guide includes links to just about every resource you need during development review. Ripley Design: Acknowledged. Comment Number: 5 10/31/2022: SUBMITTAL: I will provide a Project Submittal Checklist to assist in your submittal preparation. Please use the checklist in conjunction with this comment letter and the Submittal Requirements located at: http://www.fcgov.com/developmentreview/applications.php. If you have questions regarding items in the checklist, or the applicability of an item to your project, please reach out to me. Ripley Design: Completed checklist will be provided with submittal. Comment Number: 6 3 10/31/2022: SUBMITTAL: As part of your submittal, you will respond to the comments provided in this letter. The final letter is provided to you in Microsoft Word format. Please use this document to insert responses to each comment for your submittal, using a different font color. When replying to the comment letter please be detailed in your responses, as all comments should be thoroughly addressed. Comments requiring action should NOT have a response such as noted or acknowledged. You will need to provide references to specific project plans, pages, reports, or explanations of why comments have not been addressed [when applicable]. Ripley Design: Acknowledged. An updated comment response letter has been provided for your review. Comment Number: 7 10/31/2022: SUBMITTAL: Please follow the Electronic Submittal Requirements and File Naming Standards found at https://www.fcgov.com/developmentreview/files/elec tronic submittal requirements and file naming standards_v1_8 1 19.pdf?1566857888. File names should begin with the file type, followed by the project information, and round number. Example: UTILITY PLANS_PROJECT NAME_PDP_Rd2.pdf File type acronyms may be appropriate to avoid extremely long file names. Example: TIS for Traffic Impact Study, ECS for Ecological Characterization Study. Reach out to me if you would like a list of suggested names. *Please disregard any references to paper copies, flash drives, or CDs. Ripley Design: Acknowledged. The naming convention has been takend into account. Northern Engineering: Naming convention has been followed Comment Number: 8 10/31/2022: SUBMITTAL: All plans should be saved as optimized/flattened PDFs to reduce file size and remove layers. Per the Electronic Submittal Requirements AutoCAD SHX attributes need to be removed from the PDF’s. AutoCAD turns drawing text into comments that appear in the PDF plan set, and these must be removed prior to submittal as they can cause issues with the PDF file. The default setting is "1" ("on") in AutoCAD. To change the setting and remove this feature, type "EPDFSHX" (version 2016.1) or “PDFSHX (version 2017 and newer) in the command line and enter "0". Read this article at Autodesk.com for more on this topic: https://knowledge.autodesk.com/support/autocad/troubleshooting/caas/sfdcarti cles/sfdcarticles/Drawing-text-appears-as-Comments-in-a-PDF-created-by-Aut oCAD.html Ripley Design: Acknowledged. Northern Engineering: EPDSHX is set to 0 Comment Number: 9 10/31/2022: FEES: The request will be subject to the Development Review Fee Schedule: https://www.fcgov.com/developmentreview/fees.php. I will provide an estimate of the initial fees to begin the development review process based on your Conceptual Review Application. As noted in the comments, there are additional fees required by other departments, and additional fees at the time of building permit. The City of Fort Collins fee schedule is subject to change – please confirm these estimates before submitting. Development Review Application Fees will be due at time of the project being submitted for formal review. If you have any questions about fees, please reach out to me. 4 Ripley Design: Acknowledged. Fees have been coordinated and check have been issued for ODP and the Infratsructure PDP. Comment Number: 10 10/31/2022: FEES: Payments can be made by check or credit card. If paying by check, make payable to “City of Fort Collins”. This is accepted at the Development Review Center, 281 N College Ave, Fort Collins, CO 80524, by mail or can be placed in the blue drop box located at the west side of the building. Please mark it to my attention and reference the project it is associated with. If paying by credit card, I can process the payment over the phone with you. Credit card payments include a convenience fee of 2% + $0.25 added to all payments under $2,500.00, and 2.75% added to all payments over $2,500.00. Applicant: Checks have been provided to the City for submission of the ODP/PDP submittals. Comment Number: 11 10/31/2022: SUBMITTAL: Submittals are accepted any day of the week, with Wednesday at noon being the cut-off for routing the same week. Upon initial submittal, your project will be subject to a completeness review. Staff has until noon that Friday to determine if the project contains all required checklist items and is sufficient for a round of review. If complete, a formal Letter of Acceptance will be emailed to you and the project would be officially routed with its initial round of review, followed by a formal meeting. Please check with me, your Development Review Coordinator, regarding review timelines. As you are preparing to submit your formal plans, please notify me with an anticipated submittal date. Applications and plans are submitted electronically to me by email or secured file sharing applications. Pre-submittal meetings can be beneficial to ensure you have everything for a complete submittal. Please reach out and I will assist in those arrangements. Ripley Design: Acknowledged. Comment Number: 12 10/31/2022: NOTICE: Upon the scheduling of a Neighborhood Meeting, or initial review of the formal Development Review Application, a Development Review sign will be posted on the property. This sign will be posted through the final decision and appeal process. A request for the removal of signs will be made by your Development Review Coordinator at the appropriate time. Ripley Design: Acknowledged. Comment Number: 13 10/31/2022: INFORMATION: Once your project has been formally reviewed by the City and you have received comments, please resubmit within 180 days, approximately 6 months, to avoid the expiration of your project. Ripley Design: Acknowledged. 5 Department: Planning Services Contact: Jenny Axmacher, , jaxmacher@fcgov.com Topic: General Comment Number: 1 11/01/2022: If submitted after the first of the year, this application would presumably fall under the updated Land Development Code (LDC) requirements. Homeless shelter is an identified land use in the LDC. Ripley Design: Understood, thank you. The on-site Shelter proposal will be considered as a separate PDP, and the applicable Land Use Codes will be taken into consideration. Comment Number: 2 11/01/2022: The LDC requires a Type 2 review for a h omeless shelter in the C-S zone district. Ripley Design: Will be determined with subsequent users and Project Development Plan Applications. For the ODP that is issued , a Type 2 hearing is anticipated, and a Type 1 hearing is applicable for the infrastruct ure package. Comment Number: 3 11/02/2022: UPDATED: Based on the conversation this morning, it sounds like the preferred approach is the alternative compliance path outlined in 3.2.2 (K) (3). 11/01/2022: Parking for the site will be determined through alternative compliance or a modification request because the LDC does not specifically have a standard for a homeless shelter. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 4 11/02/2022: Please coordinate with the City's Neighborhood Development Liaison, Em Myler as this project is expected to have a high level of public interest. She can be reached @ devreviewcomments@fcgov.com or 970-224-6067. Ripley Design: We will continue to coordinate with Em as the project progresses. Comment Number: 5 11/02/2022: Pedestrian infrastructure is crucial in this area and Planning supports improvements to increase connectivity. Northern Engineering: We continue to work with engineering staff to finalize the cross section for Mas on St. The most recent discussions have centered around the desire for strong Pedestrian and Bicycle connections, with the ultimate section having oversized sidewalks and bike lanes Department: Historic Preservation Contact: Jim Bertolini, 970-416-4250, jbertolini@fcgov.com Topic: General Comment Number: 1 10/25/2022: INFORMATION ONLY: No abutting properties for the development site have up t -o date -findings for City Landmark eligibility. However, due to the nature of the project as lower-rise, two-story development), and that the adjacent properties are not on the development site, historic survey requirement is waived. If the applicant would like formal determinations of eligibility for any reason, those can be ordered through Historic Preservation Services. 6 Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 2 10/25/2022: FOR SUBMITTAL: Based on the nature of the project as a two-story development with no historic properties on the development site, Preservation staff recommends design compatibility focus on 122 Hibdon Court (#9702100022) and 1401 N. College Ave (#9702100006) as the only two properties where the Historic Influence Area of existing buildings over fifty years of age overlap with the proposed new building footprint. If the Planner determines that the compatibility requirements of 3.5.1 are met, Historic Preservation staff will consider 3.4.7 for historic compatibility met as well. Reference LUC 3.4.7(E)(Table 1, Column B) for compatibility standards of building once elevations are planned (note: this citation will change to 5.8.1(F) (Table 1, Column B in new Land Development Code, if adopted). Preservation staff would suggest considering switching the two building masses to put the twostory section to the south and -onestory- section to the north, if practical. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications s Department: Engineering Development Review Contact: Dave Betley, 970-221-6573, dbetley@fcgov.com Topic: General Comment Number: 1 10/19/2022: The Project will be responsible for the dedicating the right of way for the Mason Street. The street according to the Fort Collins Master Street Plan will be a two lane collector street requiring an 81 foot right of way dedication (Two Lane Collector with Parking) and the nine foot utility easement on each side. Northern Engineering: After conversations with City staff it was determined that a 71’ ROW was most approp riate for this portion of Mason Street. The TIS by Fox Tuttle also supports the 71’ ROW. Northern Engineering will continue to coordinate with City staff to finalize the cross-section. Comment Number: 2 10/19/2022: The alignment of Mason Street will need to be worked out with our Capital, Engineering, Traffic and FC Moves. The current alignment of Mason is a private drive. The dedication of Mason alignment will need to be addressed in the development proposal. Northern Engineering: Northern continues to coordinate with City staff on the alignment of Mason Street. Comment Number: 3 10/19/2022: It appears that the parcel will need to plat the property if it has not been previously platted. Northern Engineering: A plat is supplied with this submittal. Comment Number: 4 10/19/2022: The mapping will have to require the dedication of Hibdon Court. The mapping will trigger the improvements for Hibdon Court as a Commercial Local Street. This requires the dedication of Seventy-Seven foot right of way an the nine foot utility easement on each side. Northern Engineering: We are not proposing any improvements of Hibdon Court at this time, nor are we planning to dedicate any 7 more ROW than the existing 45’ that currently encompasses the existing roadway. It is understood that when Lot 3 develops, th ey will be responsible for dedicating any additional ROW that is needed and making the required improvements to Hibdon Court. Comment Number: 5 10/26/2022: Per Section 3.3.1 of the City of Fort Collins Land Use Code, this project is responsible for dedicating any easements and/or rights -of-way that are necessary or required by the City for this project. If platting the site, the easements should be dedicated on the plat. If no plat is required for this project, then the easements will need to be dedicated by separate instrument. The applicant will need to submit legal descriptions and exhibits to the City to review as part of this project. The legal descriptions and exhibits will need to be prepared by a licensed Colorado Land Surveyor. A completed Transportation Development Review Fee application and associated fees will need to accompany the submittal of the legal descriptions and exhibits. Please coordinate with Engineering Development Review staff regarding the easement dedication process. Additional information on the dedication process can be found at: http://www.fcgov.com/engineering/devrev.php Northern Engineering: A plat is being supplied with this submittal Comment Number: 6 10/26/2022: A Development Agreement (DA) will be required for this project. The DA is an agreement between the property owner and the City of Fort Collins that defines the various standards, infrastructure requirements, maintenance responsibilities, etc. of the owner. A draft of the DA will be prepared by the City during the review and approval process. Prior to preparing this agreement, the applicant will need to provide a completed “Information for Development Agreements” form. This can be submitted with the initial project submittal. A copy of the document can be found at the Engineering web page link below: https://www.fcgov.com/engineering/devrev.php Northern Engineering: Acknowledged Comment Number: 7 10/26/2022: All public sidewalk, driveways and ramps, existing or proposed, adjacent or within the site, need to meet ADA standards. If they currently do not, they will need to be reconstructed so that they do meet current ADA standards as a part of this project. Engineering staff conducted a site visit to determine the extent of pedestrian facilities that would need to be brought up to current ADA standards. Northern Engineering: Design will be compliant with ADA standards. Comment Number: 8 10/26/2022: Larimer County Road Impact Fees and Transportation Expansion Fees are due at the time of building permit. Please contact Kyle Lambrecht at (970)-221-6566 if you have any questions. Northern Engineering: We are not pulling a building permit with this project. Please let us know how any Road Impact Fees wil l be calculated and collected. Comment Number: 9 10/26/2022: The City's Transportation Development Review Fee (TDRF) is due at the time of submittal. For additional information on these fees, please 8 see: http://www.fcgov.com/engineering/dev-review.php Ripley Design: A check was provided covering all of the applicable development fees for both the PDP and ODP applications. Comment Number: 10 10/26/2022: Any damaged curb, gutter and sidewalk existing prior to construction, as well as streets, sidewalks, curbs and gutters, destroyed, damaged or removed due to construction of this project, shall be replaced or restored to City of Fort Collins standards at the Developer's expense prior to the acceptance of completed improvements and/or prior to the issuance of the first Certificate of Occupancy. Northern Engineering: Acknowledged Comment Number: 11 10/26/2022: Any public improvements must be designed and built in accordance with the Larimer County Urban Area Street Standards (LCUASS). They are available online at: http://www.larimer.org/engineering/GMARdStds/UrbanSt.htm Northern Engineering: LCUASS design standards were used. Comment Number: 12 10/26/2022: All fences, barriers, posts or other encroachments within the public right-ofway are only permitted upon approval of an encroachment permit-. Applications for encroachment permits shall be made to the Engineering Department for review and approval prior to installation. Encroachment items shall not be shown on the site plan as they may not be approved, need to be modified or moved, or if the permit is revoked then the site/ landscape plan is in non-compliance. Ripley Design: Currently, there are no proposed design-related encroachments into the public R.O.W. Comment Number: 13 10/26/2022: The development/site cannot use the right-of-way for any Low Impact Development to treat the site’s storm runoff. We can look at the use of some LID methods to treat street flows – the design standards for these are still in development. Northern Engineering: We are not proposing any LID with this infrastructure package. When Lots 2 and 3 develop they will be responsible for providing LID for their frontage as well as their development. Comment Number: 14 10/26/2022: With regards to construction of this site, the public right-of-way shall not be used for staging or storage of materials or equipment associated with the Development, nor shall it be used for parking by any contractors, subcontractors, or other personnel working for or hired by the Developer to construct the Development. The Developer will need to find a location(s) on private property to accommodate any necessary staging and/or parking needs associated with the completion of the Development. Information on the location(s) of these areas will be required to be provided to the City as a part of the Development Construction Permit application. Northern Engineering: Acknowledged Comment Number: 15 10/26/2022: All necessary permitting will be required of any proposed work/improvements within the public right-of-way, prior to construction. 9 Depending on the scope of public improvements, a Development Construction Permit (DCP) or an excavation permit will be required. This will be determined once the City has had a chance to review the proposed plans and site design. Northern Engineering: Acknowledged Comment Number: 16 11/01/2022: The project may need to coordinate with CDOT for access control. Northern Engineering: No improvements are proposed along the CDOT frontage, so we believe this comment no longer applies. Please let us know if we are missing something though! Comment Number: 17 11/01/2022: The status of Mason Drive may change in the future possibly down grading the status on the Fort Collins Master Street Plan. Any changes may require an update to the document. Northern Engineering: Thank you for the information. Per ongoing discussions with City staff, the proposed roadway section is utilizing a 71’ ROW in a configuration very similar to the Minor Collector (LCUASS Figure 7 -4), but with oversized sidewalks (6’ instead of 5’) and no on-street parking. Comment Number: 18 11/01/2022: The project will need to address access issues to College Avenue based on the need for multi-modal needs. Northern Engineering: No improvements to the College frontage are proposed as a part of this project, and the TIS did not ide ntify any impacts from this project that would necessitate improvements to College. Comment Number: 19 11/01/2022: The construction of Mason and Hibdon will need to be performed with the submittal of the construction drawings. Mason Street may qualify for reimbursement through the TCEF program. Coordination will need to take place with Marc Virata on conditions and qualification for reimbursement. Northern Engineering: Thank you for the information. As noted above, no improvements are proposed to Hibdon, however, we will certainly want to review what improvements along Mason are eligiblele for TCEF funding. Department: Traffic Operation Contact: Steve Gilchrist, 970-224-6175, sgilchrist@fcgov.com Topic: General Comment Number: 3 10/21/2022: Adjacent frontage improvements will be required, and will need to be coordinated with our Engineering staff. These improvements may depend on the current classification of Mason Street which is a Collector. Northern Engineering: As noted above, the proposed roadway section is utilizing a 71’ ROW in a configuration very similar to the Minor Collector (LCUASS Figure 7-4), but with oversized sidewalks (6’ instead of 5’) and no on-street parking. Comment Number: 4 10/21/2022: If it is determined that improvements are required along College Avenue, the Colorado Department of Transportation CDOT may need to be routed. This will be determined upon review of the Traffic Impact Study, and coordination with other departments within the City. Northern Engineering: The TIS report did not identify any improvements that would be required along College based on the proposed project. 10 Topic: Traffic Impact Study Comment Number: 1 10/21/2022: A Traffic Impact Study will be required with the submittal of this project. Please contact Traffic Operations to scope the study. Details regarding the requirements for a Traffic Impact Study can be found in Chapter 4 of the Larimer County Urban Area Street Standards. Ripley Response: Please see TIS provided with this submittal for more information. Comment Number: 2 10/21/2022: As part of the Traffic Impact Study, we will need an evaluation of the Multi-Modal Level of Service to determine what improvements that will be needed to accommodate bicyclists and pedestrians accessing this facility. Ripley Response: Please see TIS provided with this submittal for more information. Department: Erosion Control Contact: Andrew Crecca, , acrecca@fcgov.com Topic: Erosion Control Comment Number: 12 10/31/2022: This project is located within the City's MS4 boundaries and is subject to the erosion control requirements located in the Fort Collins Stormwater Criteria Manual (FCSCM), Chapter 2, Section 6.0. A copy of those requirements can be found at www.fcgov.com/erosion . This project was evaluated based upon the submittal requirements of FCSCM. NEXT SUBMITTAL: Based upon the provided materials we were not able to determine if erosion control materials need to be supplied. How much area is going to b e disturbed with your project? (please provide a map outlining the area anticipated to be disturbed along with the calculation of area to help support this total and for us to understand the project size). Definition of Area of Disturbance: Total area at the site where any Construction Activity is expected to result in disturbance of the ground surface. This includes any activity that could increase the rate of erosion, including but not limited to, clearing, grading, excavation, and demolition activities, installation of new or improved haul roads and access roads, staging areas, heavy vehicle traffic areas, stockpiling of fill materials, and borrow areas. Based upon the provided materials we were not able to determine if erosion control materials need to be supplied due to proximity to a Sensitive Area. Is the project within 50 ft of a sensitive area? Please provide a map showing the distance to the nearest sensitive area. Sensitive Areas: Areas that typically include floodplains, slopes, riparian corridors, lakes, irrigation ditches, or other features subject to natural areas buffer requirements. Refer to the Land Use Code Section 3.4.1. Based upon the provided materials we were not able to determine if erosion control materials need to be supplied due to the steep slopes on site. Does your project area have any steep slopes? Please provide a ratio of the steepest slope for next submittal. Definition of Steep slopes: Any slopes that have a steeper incline than three to one (3H: 1V). 11 FEES: The City Manager’s development review fee schedule under City Code 7.5 -2 was updated to include fees for Erosion Control and Stormwater Inspections. As of January 1st, 2021, these fees will be collected on all projects for such inspections. The Erosion Control fees are based on; the number of lots, the total site disturbance, the estimated number of years the project will be active. Based on the proposed site construction associated with this project we are assuming 0 lots, 0.00 acres of disturbance, 0 years from demo through build out of construction and an additional 0.00 years till full vegetative stabilization due to seeding. Which results in an Erosion Control Fee estimates of $205.42 . Please note that as the plans and any subsequent review modifications of the above-mentioned values change the fees may need to be modified. I have provided a copy of the spreadsheet used to arrive at these estimates for you to review. Please respond to this comment with any changes to these assumed estimates and why, so that we may have a final fee estimate ready for this project. The fee will need to be provided at the time of erosion control escrow. We could not make any assumptions at this time for the number of LID and WQ features, each porous pavers will be $365.00, each bioretention/level spreaders $315.00, each extended detention basins $250.00, and each underground treatment will be $415.00. Stormwater LID/WQ Inspections to be $TBD. Northern Engineering: The project will disturb a large portion of the project area and will require the Erosion Control Repor t, Escrow calcs, etc. Since the first submittal is intended to be approximately 50% design, consistent with the PDP checklist, we have not provided the erosion materials with this submittal We will provide those materials with the next submittal though. Department: Stormwater Engineering Contact: Water Utilities, (970)224-6191, WaterUtilitiesEng@fcgov.com Topic: General Comment Number: 1 10/28/2022: Master plan and criteria compliance The design of this site must conform to the drainage basin design of the Dry Creek Basin Master Drainage Plan as well the Fort Collins Stormwater Criteria Manual (FCSCM). The stormwater criteria manual is available on our website here: https://www.fcgov.com/utility-development This site is also part of the North Mason Stormwater Project and will need to work with the design of this regional drainage improvement plan. Northern Engineering: We continue to work with city staff to make sure we are compliant with the Hickory Pond regional pond design. Comment Number: 2 10/28/2022: Documentation requirements A drainage report and construction plans are required and must be prepared by a Professional Engineer registered in the State of Colorado. The drainage report must address the four-step process for selecting structural BMPs. 12 Northern Engineering: Due to the very limited nature of this infrastructure package a drainage memo was supplied. It addresses interim detention and interim water quality. When lot 2 and lot 3 develop a full drainage report that addresses the four step process will be supplied. No LID is being proposed at this time, but LID design will be provided as part of the individual development plans. Comment Number: 3 10/28/2022: Master plan drainage improvements There are several stormwater master plan improvements located on or near this site, which will entail the following: a) This development would need to leave room for the proposed Hickory regional detention pond and related inlet and outlet works that are located on this site. This would mean that a drainage easement would need to be provided along the northern portion of the site to connect the Hickory Regional Pond and N Mason. Along the southern boundary it appears that more space will be needed to allow for the City’s concept grading and stormwater pond outlet. B) An interim and ultimate detention design will need to be made, please include the conceptual grading for City’s regional stormwater pond, along with the proposed property boundaries onto the development plans. Any adjustments to these boundaries would need to be discussed with Water Utilities first. c) The grading of the development site will need to work with the proposed Hickory Pond grading with a water surface elevation (WSEL) of approximately 4980. The development will also need to meet a minimum freeboard requirement. d) Please continue to coordinate with Matt Fater (mfater@fcgov.com) and Water Utilities Engineering on the Hickory Pond and North mason Drainage Project. Please cc WaterUtilitiesEng@fcgov.com in all discussions with Matt Fater. Northern Engineering: We continue to work with city staff on all the above bullet points. Several meetings have already taken place to help define the limits of the parcels and discuss both the interim and ultimate designs for the Hickory Pond. Those discussions have made great progress in determining approaches for the interim and ultimate designs, and also shed light on some of the issues with the original concept that need to be resolved. As discussed with staff recently, the design team is submitting these plans with more detailed information that can be used to resolve the final outstanding issues around drainag e patterns, along with what can and can’t drain to the regional pond. While the resulting lots have been elevated above the Hickory Pond as much as possible, portions of the property, particularly on the north side, cannot be elevated above that elevation d ue to adjacent properties also being low. Any future buildings would need to be elevated at least 1’ above the 100-yr WSEL. Comment Number: 4 10/28/2022: Stormwater outfall Interim stormwater outfall options need to be investigated. The best method to connect to existing infrastructure is not clear. The future N Mason Storm Main will be the ultimate outfall for the site, once constructed. Northern Engineering: Interim stormwater outfall is shown on this plan set, and accommodations for the ultimate outfall have been included. Comment Number: 5 10/28/2022: Detention Requirements Interim onsite detention is required for the runoff volume difference between the 100-year developed flow rate and the 2-year historic release rate. In the Dry Creek basin the two year historic release rate is 0.2 cfs/acre. The ultimate condition for detention will be incorporated into the Hickory Regional Detention Pond. Please note that the City has landscaping requirements for stormwater detention ponds. These requirements can be found in the Fort Collins Stormwater Criteria Manual, Chapter 8, Section 3.0 and in Appendix B (Landscape Design Standards and Guidelines for Stormwater and Detention Facilities). Northern Engineering: Detention for Lots 1 and 2 will be provided in the regional detention pond. No improvements are proposed 13 for Lot 3, so no detention is provided for that lot. Once Lot 3 develops, it would need to provide detention on the property. Please note that Lot 3 was originally planned to drain to the Hickory Pond, however that does not appear possible due to the existin g site grades. Comment Number: 6 10/28/2022: Water Quality and Low Impact Development requirements All stormwater quality requirements will need to be met on the development’s parcel. All new or modified impervious areas require stormwater quality treatment. In addition, the City requires the use of Low Impact Development (LID) methods to treat stormwater quality on all new or redeveloping property, including sites required to be brought into compliance with the Land Use Code. There are two (2) categories of LID requirements; the development will need to meet one of the two following options: 1. LID with Permeable Pavers: When using the permeable pavers option, 50% of the new or modified impervious areas must be treated by LID methods. Of the new or modified paved areas, 25% must be pervious. 2. LID - without Pavers: 75% of all new or modified impervious areas must be treated by LID methods. This typically consists of a rain garden or bioretention system, but other options are allowed. The remainder of the water quality treatment can be accomplished ‘standard’ or LID water quality methods. Accepted methods are described in the Fort Collins Stormwater Criteria Manual (FCSCM), Chapter 7: http://www.fcgov.com/utilities/business/builders-and-developers/development-fo rms-guidelines-regulations/stormwater-criteria Northern Engineering: LID is not being proposed with this package. LID will be provided by each lot as they develop. LID migh t also not be feasible for all runoff generated at the intersection of Hibdon and Mason due to the 100-yr WSEL of the ultimate Hickory Pond. Northern Engineering continues to collaborate with city staff on this issue. Comment Number: 7 10/28/2022:Imperviousness documentation (standard comment): The existing and proposed impervious areas need to be documented in the drainage report. Drainage requirements and development fees are based on new impervious area. An exhibit showing the existing and proposed impervious areas with a table summarizing the areas is required with the first project submittal. Northern Engineering: Existing and proposed impervious areas are documented in this packa ge. Comment Number: 8 10/28/2022:Detention drain times Per Colorado Revised Statute §37-92-602 (8) that became effective August 5, 2015, criteria regarding detention drain time will apply to this project. As part of the drainage design, the engineer will be required to show compliance with this statute using a standard spreadsheet (available on request) that will need to be included in the drainage report. Upon completion of the project, the engineer will also be required to upload the approved spreadsheet onto the Statewide Compliance Portal. This will apply to any volume-based stormwater storage, including extended detention basins. Northern Engineering: Acknowledged Comment Number: 9 14 10/28/2022: Inspection and maintenance There will be a final site inspection of the stormwater facilities when the project is complete and the maintenance is handed over to an HOA or another maintenance organization. Standard operating procedures (SOPs) for on-going maintenance of all onsite drainage facilities will be included as part of the Development Agreement. More information and links can be found at: http://www.fcgov.com/utilities/what-we-do/stormwater/stormwater-quality/low-im pact-development Northern Engineering: Acknowledged Comment Number: 10 10/28/2022: Fees The 2022 city wide Stormwater development fee (PIF) is $10,109/acre ($0.23207/ sq. ft.) of new impervious area over 350 square feet. No fee is charged for existing impervious area. This fee is to be paid at the time each building permit is issued. Information on fees can be found at: http://www.fcgov.com/utilities/business/builders-and-developers/plant-investmen t-development-fees or contact our Utility Fee and Rate Specialists at (970) 416-4252 or UtilityFees@fcgov.com for questions on fees. Northern Engineering: Acknowledged Comment Number: 11 10/28/2022: Offsite Stormwater Flows The development will need to accept and pass any existing offsite flows. Northern Engineering: Acknowledged Department: Water-Wastewater Engineering Contact: Water Utilities, (970)224-6191, WaterUtilitiesEng@fcgov.com Topic: General Comment Number: 1 10/28/2022: Existing Water Infrastructure There is an existing 8-inch water main in Hibdon Ct with no existing water service to the site. It appears that the 8 inch main extends to a dead end to the NE corner of the of the northern parcel. There is an existing 36-inch water transmission main along the southern edge of this site. This main may not be tapped for water service or main extensions. 15-feet of separation must be provided to this main. There may or may not be utility easements or ROW along the water mains on this site. Development of this site would require dedication of ROW or easements along the water mains meeting current standards. The construction of a public water main along the N Mason Street alignment, looping between the Hickory main and the Hibdon main, will be required. Northern Engineering: An 8” water line is being proposed from Hibdon Court to Hickory Street. Comment Number: 2 10/28/2022: Existing Sewer Infrastructure There is an existing 8-inch sanitary sewer main in Hibdon Ct with no existing 15 sanitary sewer service to the site. However the sewer main may be too shallow to serve the site. The development may need to extend a sanitary sewer main to reach this site. This will most likely be an extension from Hickory Street along the Mason Street alignment. This will need to be coordinated with Water Utilities. There is an existing 12-inch sanitary sewer main that runs north-south through the eastern portion of this site. 15-feet of separation must be provided to this main and easements dedicated meeting current standards with the development of this site. There is an existing sewer service for 1311 N College Ave. Northern Engineering: A 12” line is being proposed to run from Hibdon Court south to an existing manhole that is roughly 100’ east of the southeast corner of Lot 1. Northern engineering collaborated with city staff to come up with this alignment. Please no te that the project can be served by a shorter segment of sewer main draining to Hibdon, however, discussions with staff identified significant regional sewer issues that could be helped significantly by partnering with the project to provide a more compreh ensive design. While the developer has fully born the cost of the additional design, discussions with staff have included commitments for cost sharing or repay for the actual construction. Those details have not been worked out yet but will need to be as we move forward. Comment Number: 3 10/28/2022: Conceptual Utility Plan A conceptual utility plan is encouraged due to the complexity of the current layout of water utilities and the future Master Planning Stormwater infrastructure. Please submit to water utilities for further conceptual review discussion s. Northern Engineering: Conceptual plans were supplied to the city prior to this submittal. Thank you all for the additional ti me and collaboration! Comment Number: 4 10/28/2022:Service sizing The water service and meter for this project site will need to be sized based on the AWWA M22 manual design procedure. A sizing justification letter that includes demand calculations for maximum flows and estimated continuous flows will need to be provided as a part of the final submittal package for this project. Northern Engineering: Service sizing for lot 2 is still being coordinated but will be sized as noted. Comment Number: 5 10/28/2022: Water conservation The water conservation standards for landscape and irrigation will apply. Information on these requirements can be found at: http://www.fcgov.com/standards Ripley Design: The landscape plan will comply with the water conservation standards. Comment Number: 6 10/28/2022: Sewer discharge Please note that all City of Fort Collins Utility Customers are subject to City Code requirements for wastewater. These requirements include Section 26-306 Wastewater Discharge Permit Requirements and Section 26-332 Prohibitive Discharge Standards. A permit may be required depending on activities on the site; however, discharge standards apply to every customer, both large and small, regardless of what activities take place on the site. Please contact Industrial Pretreatment, Industrial_Pretreatment@fcgov.com or (970) 221-6900, to discuss these requirements and how they apply to this development. Northern Engineering: Acknowledged Comment Number: 7 10/28/2022: Notice of Changes to Domestic Water Fees and Irrigation Service Requirements 16 On Oct. 5, 2021 Council adopted changes to Fort Collins Utilities Water Supply Requirements and Plant Investment Fees. In general developments that use more water may pay more and developments that use less water may pay less. The City will also require a separate irrigation tap for all multi-family and commercial developments that use more than 30,000 gallons of water a year. These changes are to be implemented 1/1/2022; specific information can be found at www.fcgov.com/wsr-update. Ripley Design: Acknowledged. Northern Engineering: Acknowledged Comment Number: 8 10/28/2022: Landscape Plan and Hydrozone Table For final plan, the Landscape Plan will need to include a h ydrozone table for outdoor irrigation that is broken out per tap. This is used to document the outdoor water budget and determine water allotment requirements. For more information, please see this webpage: www.fcgov.com/wsr-update Ripley Design: Hydrozone table will be provided at final. Comment Number: 9 10/28/2022: Fees Development and water supply requirement (WSR) fees and will be due at the time the building permit is issued. Please contact our Utility Fee and Rate Specialists at (970) 416-4252 or UtilityFees@fcgov.com for more information or questions. Information on fees can also be found at: www.fcgov.com/development-fees Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Ap plications Comment Number: 10 10/28/2022: One building per service Separate water and sewer services, connecting to the City main, will be required to service each building Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 11 10/28/2022: Utility Separations For your reference, minimum water and sewer service separations are: > 10-ft min. between water and sewer services. > 6-ft min. between trees and water or sewer services. > 4-ft min. between shrubs and water or sewer services. > 10-ft min. between storm-drain pipes and other utilities. > Service lines of the same type may be joint trenched with 3 -ft of separation Other utilities, such as gas, electric, and communications will also have spacing requirements and will need space on the site. Last, please remember that there may be service lines on the adjacent properties for which clearances also need to be mainta ined. Ripley Design: Tree separations are being met. Northern Engineering: Utility separation is being met in most instances. Please note that the separation between the existing 36” waterline and the proposed sewer at the south end of the site are tight a nd may need additional discussion, and possibly additional offsite easements. Since that portion of sewer is very much driven by the City (for good reasons!) we would look t o the City to lead the procurement of any offsite easements. 17 Department: Light And Power Contact: Cody Snowdon, 970-416-2306, csnowdon@fcgov.com Topic: General Comment Number: 1 11/01/2022: There is existing single-phase and 3-phase systems in the area that could be used for this project. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 2 11/01/2022: Light and Power has single-phase cable along the property line between the two properties proposed for development. This feed will need to be relocated since it backfeeds the property to the west. Any existing electric infrastructure needing to be relocated or underground as part of this project, will be at the expense of the development and will need to be relocated within Public Right-of-Way or a dedicated easement. Please coordinate relocations with Light and Power Engineering. Northern Engineering: We will coordinate with City Light and power on the best route for this relocation. Comment Number: 3 11/01/2022: Any existing and/or proposed Light and Power electric facilities that are within the limits of the project must be located within a utility easement or public right-of-way. Northern Engineering: Acknowledged Comment Number: 4 11/01/2022: Transformer locations will need to be coordinated with Light & Power and needs to be shown on the Utility Plans. Transformers must be placed within 10 ft of a drivable surface for installation and maintenance purposes. The transformer must also have a front clearance of 10 ft and side/rear clearance of 3 ft minimum. When located close to a building, please provide required separation from building openings as defined in Figures ESS4 - ESS7 within the Electric Service Standards. Please show all proposed transformer locations on the Utility Plans. Not Applicable: will be determined with subsequent users and Project Development Plan Applications Comment Number: 5 11/01/2022: During utility infrastructure design, please provide adequate space of all service and main lines internal to the site to ensure proper utility installation and to meet minimum utility spacing requirements. A minimum of 10 ft separation is required between water, sewer and storm water facilities, and a minimum of 3 ft separation is required between Natural Gas. Please show all electrical routing on the Utility Plans. Northern Engineering: Separation will be met with this project and all adjacent projects. Comment Number: 6 11/01/2022: Streetlights will need to be installed along all public right-of-way. A 40 feet separation on both sides of the light is required between canopy trees 18 and streetlights. A 15 feet separation on both sides of the light is required between ornamental trees and streetlights. Please coordinate the light placement with Light & Power. A link to the City of Fort Collins street lighting requirements can be found below: https://www.larimer.org/sites/default/files/ch15_2007.pdf Ripley Design: Street lights are shown on landscape plans with required tree spacing. Northern Engineering: Street lights are shown. Fort Collins street light spacing requirements of 200’ separation was followed . Comment Number: 7 11/01/2022: The service to the buildings will be consider a commercial service; therefore, the applicant is responsible for installing the secondary service from the transformer to the meter(s) and will be owned and maintained by the individual unit owner. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 8 11/01/2022: Please coordinate meter locations with Light and Power and show on the utility plans during Final Design. These locations will need to comply with our electric metering standards. Electric meter locations will need to be coordinated with Light and Power Engineering. Reference Section 8 of our Electric Service Standards for electric metering standards. A link has been provided below. https://www.fcgov.com/utilities/img/site_specific/uploads/ElectricServiceStanda rds_FINAL_18November2016_Amendment.pdf Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 9 11/01/2022: A Customer Owned Service Information Form (C-1 Form) and a one-line diagram for all commercial meters will need to be completed and submitted to Light & Power Engineering for review prior to Final Plan. A link to the C-1 Form is below: https://www.fcgov.com/utilities/img/site_specific/uploads/c-1_form.pdf?1597677310 Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 10 11/01/2022: On the one-line diagram, please show the main disconnect size and meter sequencing. A copy of our meter sequencing can be found in our electric policies practices and procedures below. http://www.fcgov.com/utilities/business/builders-anddevelopers/-development-forms-guidelines-regulations Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 11 11/01/2022: The City of Fort Collins now offers gig-speed fiber internet, video and phone service. Contact John Stark with Fort Collins Connexion at (970) 207-7890 or jstark@fcgov.com for commercial grade account support, RFPs and bulk agreements. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 12 11/01/2022: For additional information on our renewal energy programs please visit the website below or contact John Phelan (jphelan@fcgov.com). 19 https://www.fcgov.com/utilities/business/go-renewable Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 13 11/01/2022: Light & Power will require AutoCAD files of the Site Plan, Utility Plans, and Landscape Plans prior to the Entitlement Process approval. Ripley Design: CAD files will be provided at final. Northern Engineering: CAD files will be supplied to City Light and Power. Comment Number: 14 11/01/2022: Electric capacity fees, development fees, building site charges and any system modification charges necessary to feed the site will apply to this development. Please contact me or visit the following website for an estimate of charges and fees related to this project: http://www.fcgov.com/utilities/business/builders-anddevelopers/-plant-investment-development-fees Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 15 11/01/2022: Please reference our policies, construction practices, development charge processes, electric services standards, and fee estimator at http://www.fcgov.com/utilities/business/builders-and-developers. Not Applicable: will be determined with subsequent users and Project Development Plan Applications Department: Environmental Planning Contact: Kirk Longstein, 970-416-4325, klongstein@fcgov.com Topic: General Comment Number: 1 11/03/2022: PRE-SUBMITTAL: An Ecological Characterization Study (ECS) is required by City of Fort Collins Land Use Code (LUC) Section 3.4.1 as the site is within 500 feet of LUC defined natural habitats and features (wetlands, wet meadows, and aquatic areas). Please note the buffer zone standards range from 50-100ft for these features. The ECS should address all items (a)-(l) of LUC 3.4.1(D)(1) available for view online. In addition, ensure that the study identifies feature(s) size, the "top of bank" of any stream or ditch, the edge(s) of wetlands, and whether jurisdictional wetlands may be impacted by the proposed project. Online LUC link: https://library.municode.com/co/fort_collins/codes/land_use The ECS is due a minimum of 10 working days prior to PDP submittal. Please contact the Development Review Coordinator to schedule an onsite meeting. Online LUC link: https://library.municode.com/co/fort_collins/codes/land_use A security will need to be collected for the installation and establishment of the Natural Habitat Buffer Zone, as per the approved plans and Development Agreement. Please note the developer typically provides an estimate of the landscaping costs for the Natural Habitat Buffer Zone, including materials, labor and irrigation. We then use the approved estimate to collect security at 125% of the total amount. 20 Ripley Design: ECS has been provided. Comment Number: 2 11/03/2022: City of Fort Collins Land Use Code [Section 3.2.1 (E)(3)], requires that to the extent reasonably feasible, all plans be designed to incorporate water conservation materials and techniques. This includes use of low -water-use plants and grasses in landscaping or re-landscaping and reducing bluegrass lawns as much as possible. Native plants and wildlife-friendly (ex: pollinators, butterflies, songbirds) landscaping and maintenance are also encouraged. Please refer to the Fort Collins Vegetation Database at https://www.fcgov.com/vegetation/ and the Natural Areas Department’s Native Plants document for guidance on native plants: http://www.fcgov.com/naturalareas/pdf/nativeplants2013.pdf. Ripley Design: We apprciate this attention this is given and required by the City. We wil l comply where we can with this proposal and on-site Project Development Plans will be subject to the same standards. Comment Number: 3 11/03/2022: The City of Fort Collins is designated as a bird sanctuary for the refuge of wild birds (Municipal Code Chapter 4, Division 8 - Wild Birds: https://library.municode.com/co/fort_collins/codes/municipal_code? nodeId=CH4ANIN_ARTIIAN_DIV8WIBI) and in order to satisfy the federal Migratory Bird Treaty Act requirements, it is prohibited for any person at any time in the City to abuse or injure any wild bird or damage a nest with eggs or injure the young of any such bird. A professional ecologist or wildlife biologist is required to complete the nesting survey linked below 5 -7 days before conducting tree removal or trimming. If tree removal or trimming is planned, please include the following note on the tree mitigation plan and landscape plan, as appropriate: "NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON (FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY 5-7 DAYS BEFORE TREE REMOVAL OR TRIMMING TO IDENTIFY ANY ACTIVE NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND CONSTRUCTION APPLY." Ripley Design: Note is included with the Tree Protection Notes. Comment Number: 4 11/03/2022: The City of Fort Collins Land Use Code, Section 3.2.4(C)(3), requires projects to "demonstrate no light trespass onto Natural Areas, Natural Habitat Buffer Zones or River Landscape Buffers as defined in Section 4.16(E)(5)(b)(1)(a)." Please include all necessary information, including photometric plans, to demonstrate compliance. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 5 11/03/2022: Please submit a site photometric plan and luminaire schedule if exterior lights (wall or pole mounted) will be installed. Site light sources shall be fully shielded and down-directional to minimize up-light, spill-light, glare and unnecessary 21 diffusion on adjacent property. All lighting shall have a nominal correlated color temperature (CCT) of no greater than three thousand (3,000) degrees Kelvin [see LUC 3.2.4(D)(3)]. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 6 11/03/2022: INFORMATIONAL: The Nature in the City Strategic Plan specifies that the multiple values of the City’s ditch system, including wildlife habitat and ecological functions, should be supported and protected. This includes keeping ditches daylighted when appropriate, removing barriers to wildlife movement along ditches, enhancing habitat, and improving connectivity for people and wildlife where appropriate. In some cases, re-alignment of ditches to achieve the goals outlined in this policy and the specific site development goals can be considered when the ecological value on the site can either be protected or enhanced. As such, the City recommends leaving the ditch open, incorporating it into the site design as an amenity, and enhancing it as part of a connected corridor for people and wildlife. See the Nature in the City Executive Summary for reference. https://www.fcgov.com/natureinthecity/pdf/nature-in-the-city-executivesummary-.Pdf Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 7 11/03/2022: INFORMATIONAL NATURE IN THE CITY STRATEGIC PLAN ALIGNMENT: This site is not currently located within a 10-minute walk of any parks or natural areas, which is a priority of the Nature in the City Strategic Plan. Incorporating secluded areas, seating and/or gathering spaces as part of the project would serve as an amenity for the site and give residents an opportunity to access and connect with nature. Pedestrian and recreational features are allowable uses within a buffer zone, provided they are compatible with the ecological character of the site. The plaza areas should be quiet, contemplative, and designed to encourage a connection with nature. These should not be used as patios for specific commercial tenants, and should instead be accessible to all residents and users Not Applicable: will be determined with subsequent users and Project Development Plan Applications Department: Forestry Contact: Christine Holtz, choltz@fcgov.com Topic: General Comment Number: 1 11/01/2022: PRE-SUBMITTAL - Forestry Tree Inventory There are significant existing trees on site including large native cottonwoods . Although you met with Forestry previously to understand the scope of potential mitigation required, please schedule an official onsite inventory with City Forestry (choltz@fcgov.com) to obtain inventory and mitigation information. This meeting should occur prior to the first round of PDP. Existing significant trees should be retained to the extent reasonably feasible. Ripley Design: Official onsite inventory has been conducted. See tree mitigation sheet for details. 22 Comment Number: 2 11/01/2022: Please provide a landscape plan that meets the Land Use Code (LUC) 3.2.1 requirements. This should include the existing tree inventory, any proposed tree removals with their locations clearly noted and any proposed tree plantings (including species, size, quantity, and method of transplant). The plans should also include the following City of Fort Collins notes: • General Landscape Notes • Tree Protection Notes • Street Tree Permit Note, when applicable. These notes are available from the City Planner or by following the link below and clicking on Standard Plan Set Notes: https://www.fcgov.com/developmentreview/applications.php Required tree sizes and method of transplant: Canopy Shade Tree: 2.0” caliper balled and burlapped Evergreen tree: 6.0’ height balled and burlapped Ornamental tree: 1.5” caliper balled and burlapped Required mitigation tree sizes: Canopy Shade Tree: 2.0” caliper balled and burlapped Evergreen tree: 8.0’ height balled and burlapped Ornamental tree: 2.0” caliper balled and burlapped Ripley Design: Landscape plan is provided, with tree inventory, proposed trees, and required notes. Comment Number: 3 11/01/2022: Please provide an “Existing Tree Removal Feasibility Letter” for City Forestry staff to review. Proposals to remove significant existing trees must provide a justification letter detailing the reason for each tree removal. This is required for all development projects proposing significant tree removal regardless of the scale of the project. The purpose of this letter is to provide a document of record with the project’s approval and for the City to maintain a record of all proposed significant tree removals and justifications. Existing significant trees within the project’s Limits of Disturbance (LOD) and within natural area buffer zones shall be preserved to the extent reasonably feasible. Streets, buildings, and lot layouts shall be designed to minimize the disturbance to significant existing trees. (Extent reasonably feasible shall mean that, under the circumstances, reasonable efforts have been undertaken to comply with the regulation, that the costs of compliance clearly outweigh the potential benefits to the public or would unreasonably burden the proposed project, and reasonable steps have been undertaken to minimize any potential harm or adverse impacts resulting from noncompliance with the regulation.) Where it is not feasible to protect and retain significant existing tree(s) or to transplant them to another on -site location, the applicant shall replace such tree(s) according to City mitigation requirements. Ripley Design: A tree removal feasibility letter is provided with this submittal. Comment Number: 4 11/01/2022: The LUC 3.2.1 standard for Tree Species Diversity states that in order to prevent insect or disease susceptibility and eventual uniform senescence on a development site or in the adjacent area or the district, 23 species diversity is required, and extensive monocultures are prohibited. The following minimum requirements shall apply to any development plan: Number of trees on site Maximum percentage of any one species 10-19 50% 20-39 33% 40-59 25% 60 or more 15% The City of Fort Collins’ urban forest has reached the maximum percentage of the following species. Ash (Fraxinus), Honeylocust (Gleditsia triacanthose: ‘Shademaster’, ‘Skyline’, etc), Bur Oak (Quercus macrocarpa), and Chanticleer Pear (Pyrus calleryana). Please note that additional species might join this list as we work through the review process. Ripley Design: Tree species diversity table is included on notes & details page of the site & landscape plan. Diversity requirements are being met. Comment Number: 5 11/01/2022: Please include locations of utilities on the landscape plan including but not limited to water service/mains, sewer service/mains, gas, electric, streetlights, and stop signs. Please adjust tree locations to provide for proper tree/utility separation. Street Light/Tree Separation: Canopy shade tree: 40 feet Ornamental tree: 15 feet Stop Sign/Tree Separation: Based on feedback from Traffic Operations, it is preferred that trees be planted at least 50 feet from the nearest stop sign to minimize conflicts with regul atory traffic signs. Utility/Tree Separation: 10’ between trees and public water, sanitary, and storm sewer main lines 6’ between trees and water or sewer service lines 4’ between trees and gas lines 10’ between trees and electric vaults Ripley Design: Utility locations are shown on the site & landscape plan. Utility separations are being met. Comment Number: 6 11/01/2022: Per Land Use Code 3.2.1.(D)(c), canopy shade trees shall constitute at least 50 percent of all tree plantings. Ripley Design: The canopy shade tree requirement is being met. Comment Number: 7 11/01/2022: Canopy shade trees should be planted at 30-40’ spacing (LUC 3.2.1 (D)©) along street frontages. Ripley Design: Street trees are spaced accordingly. Comment Number: 8 11/01/2022: Each landscape island should be 8’ in its smallest dimensions to allow for tree root growth (LUC 3.2.1). Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications 24 Comment Number: 9 11/01/2022: Please adhere to the updated LUCASS standards and include proper parkway widths. Ripley Design: Proper parkway widths are included. Department: PFA Contact: Marcus Glasgow, 970-416-2869, marcus.glasgow@poudre-fire.org Topic: General Comment Number: 1 11/01/2022: FIRE APPARATUS ACCESS: Fire access is required to within 150 feet of all exterior portions of any building, or facility ground floor as measured by an approved route around the perimeter. Any private alley, private road, or private drive serving as a fire lane shall be dedicated as an Emergency Access Easement (EAE) and be designed to standard fire lane specifications. In addition, aerial apparatus access requirements are triggered for buildings in excess of 30' in height. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 2 11/01/2022: FIRE LANE SPECIFICATIONS: A fire lane plan shall be submitted for approval prior to installation. In addition to the design criteria already contained in relevant standards and policies, any new fire lane must meet the following general requirements: -Fire lanes established on private property shall be dedicated by plat or separate document as an Emergency Access Easement. -Maintain the required 20 foot minimum unobstructed width & 14 foot minimum overhead clearance. Where road widths exceed 20 feet in width, the full wi dth shall be dedicated unless otherwise approved by the AHJ. -Access roads with a hydrant are required to be 26 feet in width. -Additional fire lane requirements are triggered for buildings greater than 30 feet in height. Refer to Appendix D105 of the International Fire Code. Be designed as a flat, hard, -allweather- driving surface capable of supporting 40 tons. -Dead-end fire access roads in excess of 150 feet in length shall be provided with an approved turnaround area for fire apparatus. -Dead-end fire access roads used for aerial access shall be 30 feet in width -The required turning radii of a fire apparatus access road shall be a minimum of 25 feet inside and 50 feet outside. Turning radii shall be detailed on submitted plans. Dedicated fire lanes are required- to connect to the Public Way unless otherwise approved by the AHJ. Fire lane to be identified- by red curb and/or signage, and maintained unobstructed at all times. -Fire lane sign locations or red curbing should be labe led and detailed on final plans. Refer to LCUASS detail #1418 & #1419 for sign type, placement, and Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 3 11/01/2022: SECURITY GATES: - IFC 503.6: The installation of security gates across a fire apparatus access road shall be approved by the fire chief. Where security gates are installed, they shall have an approved means of emergency operation. The sec urity gates and 25 the emergency operation shall be maintained operational at all times - IFC D103.6: Gates securing fire apparatus access roads shall comply with all of the following criteria: 1. The minimum gate width for vehicle access shall be 20 fee t. 2. Gates shall be of the swinging or sliding type. 3. Construction of gates shall be of materials that allow manual operation by one person. 4. Gate components shall be maintained in an operative condition at all times and replaced or repaired when defective. 5. Electric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. Emergency opening devices shall be approved by the fire code official. Gates must have a Knox Gate Key Switch that fits the Knox Key system for Poudre Fire Authority. 6. Gate design and locking device specifications shall be submitted for approval by the fire code official prior to installation. 7. Electric gate operators, where provided, shall be listed in accordance with UL 325 and have a means of emergency, manual operation during power loss. 8. Gates intended for automatic operation shall be designed, constructed and installed to comply with the requirements of ASTM F 2200. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 4 11/01/2022: ACCESS TO BUILDING OPENINGS: An approved access walkway leading from fire apparatus access roads to the main egress door of the building shall be provided on this site. The walkway shall be capable of providing access for emergency personnel and equipment. Please provide details on site plan for the access walkway. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 5 11/01/2022: PREMISE IDENTIFICATION: ADDRESS POSTING & WAYFINDING: Where possible, the naming of private drives is usually recommended to aid in wayfinding. New and existing buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be arabic numbers or alphabetical letters. Numbers shall not be spelled out. The address numerals for any commercial or industrial buildings shall be placed at a height to be clearly visible from the street. They shall be a minimum of 8 inches in height unless distance from the street or other factors dictate larger numbers. Refer to Table 505.1.3 of the 2021 IFC as amended. If bronze or brass numerals are used, they shall only be posted on a black background for visibility. Monument signs may be used in lieu of address numerals on the building as approved by the fire code official. Buildings, either individually or part of a multi- building complex, that have emergency access lanes on sides other than on the addressed street side, shall have the address numbers and street name on each side that fronts the fire lane. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 6 26 11/01/2022: KEY BOXES REQUIRED: - IFC 506.1 and Poudre Fire Authority Bureau Policy P-13-8.11: Poudre Fire Authority requires at least one key box ("Knox Box") to be mounted in an approved, exterior location (or locations) on every new or existing building equipped with a required fire sprinkler or fire alarm system. The box shall be positioned 3 to 6 feet above finished floor and within 10 feet of the front door, or closest door to the fire alarm panel. Exception can be made by the PF A if it is more logical to have the box located somewhere else on the structure. Knox Box size, number, and location(s) to be determined at building permit and/or by time of final CO. All new or existing Knox Boxes must contain the following keys as they apply to the building: - Exterior Master - Riser room - Fire panel - Elevator key if equipped with an elevator The number of floors determines the number of sets of keys needed. Each set will be placed on their own key ring. - Single story buildings must have 1 of each key - 2-3 story buildings must have 2 of each key For further details or to determine the size of Knox Box required, contact the Poudre Fire Authority. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 7 11/01/2022: FIRE ALARM AND DETECTION SYSTEMS: Fire alarm systems and smoke detection shall be installed as required by IFC Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 8 11/01/2022: GROUP R SPRINKLER SYSTEMS: New Group R buildings above 4 stories or with floor levels 30 feet above fire department vehicle access shall be provided with NFPA13 fire suppression systems. New multi-family buildings 4 stories or less or with floor levels 30 feet and below fire department vehicle access shall be provided with minimum NFPA 13R fire suppression systems and Attic Protection as amended in 903.3.1.2.3 -Exception 1: M-F units with six (6) or fewer dwelling units per building provided the units are separated by one-hour construction (walls & floors). -Exception 2: M-F units with seven to twelve (7 - 12) units per building provided the units are separated by two-hour construction (walls & floors). Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 9 11/01/2022: FIRE DEPARTMENT HOSE CONNECTION - IFC 912.2: Fire Department Connections shall be installed in accordance with NFPA standards. Fire department connections shall be located on the street side of buildings, fully visible and recognizable from the street or nearest point of fire department vehicle access. The location of the FDC will be reviewed at construction and the sprinkler system permit. An underground fire line permit is required by the Poudre Fire Authority. As per 27 Colorado state law (8 CRR 1507-11), individuals or companies installing underground supply lines from public water supplies to fire sprinkler system risers, standpipes, and other fire protection systems must be registered with the State of Colorado Division of Fire Prevention and Control (DFPC) as a “FIRE SUPPRESSION SYSTEM CONTRACTOR – UNDERGROUND”. Permit applications should include a current business name and registration number. As per DFPC records, currently registered individuals and companies can be found here: https://dfpc.colorado.gov/sites/dfpc/files/2021%20Suppression%20Contractor%20Registrations.pdf Additional information regarding requirements of Colorado state law can be found here: https://dfpc.colorado.gov/fire-suppression-system-contractors Not Applicable: Will be reviewed and addressed with subsequent users and Project Develop ment Plan Applications Comment Number: 10 11/01/2022: WATER SUPPLY: Hydrant spacing and flow must meet minimum requirements based on type of occupancy. A fire hydrant capable of providing Fire Flow according to IFC B105.2 is required within 300 feet of any commercial building as measured along an approved path of vehicle travel. For the purposes of this code, hydrants on the opposite side of arterial roadways are not considered accessible to the site. Northern Engineering: Got it! We’ll ensure that this is met, both with the current infrastructure package and any future site developments. Comment Number: 11 11/01/2022: EMERGENCY RESPONDER RADIO COMMUNICATION - AMPLIFICATION SYSTEM TEST: New and existing buildings require a fire department emergency communication system evaluation after the core/shell but prior to final build out. For the purposes of this section, fire walls shall not be used to define separate buildings. Where adequate radio coverage cannot be established within a building, public-safety radio amplification systems shall be designed and installed in accordance with criteria established by Poudre Fire Authority. The installation of required ERRC systems shall be reviewed and approved under a separate permit process through PFA. LOCAL EXCEPTION: PFA will waive the testing requirement and system installation in all buildings less than 10,000 sq. ft. and any Type V construction building less than 15,000 sq. ft. PFA policy P15 -510.1 Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 12 11/01/2022: COMMERCIAL KITCHEN HOODS: - IFC 609.2: A Type I hood shall be installed at or above all commercial cooking appliances and domestic cooking appliances used for commercial purposes that produce grease vapors. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 13 11/01/2022: INFORMATION – CODES AND LOCAL AMENDMENTS: Poudre Fire Authority has adopted the 2021 International Fire Code (IFC). Development plans and building plan reviews shall be designed according to the adopted version of the fire code as amended. - Copies of our current local amendments can be found here: https://www.poudrefire.org/-programsservices/-community-safety-services-fire-p 28 revention/fire-codeadoption- - Free versions of the IFC can be found here: https://codes.iccsafe.org Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Comment Number: 14 11/01/2022: PLAN REVIEW SUBMITTAL: When you submit for your building permit though the City of Fort Collins please be advised Poudre Fire Authority is an additional and separate submittal. The link for Poudre Fire Authority’s plan review application can be found at https://www.poudre-fire.org/online-services/contractors-plan-reviews-and-permit s/new-building-plan-review-application. Not Applicable: Will be reviewed and addressed with subsequent users and Project Development Plan Applications Department: Technical Services Contact: Jeff County, 970-221-6588, jcounty@fcgov.com Topic: General Comment Number: 1 10/17/2022: As of January 1, 2015, all development plans are required to be on the NAVD88 vertical datum. Please make your consultants aware of this, prior to any surveying and/or design work. Please contact our office for up to date Benchmark Statement format and City Vertical Control Network information. Northern Engineering: NAVD88 is being used Comment Number: 2 10/17/2022: If submitting a Subdivision Plat is required for this property/project, addresses are not acceptable in the Subdivision Plat title/name. Numbers in numeral form may not begin the title/name. Please contact our office with any questions. Northern Engineering: Acknowledged Comment Number: 3 10/17/2022: If aliquot corners are shown on the Subdivision Plat, current acceptable Monument Records will be required. Northern Engineering: Monument records are supplied Comment Number: 4 10/17/2022: Closure reports will be required for all Subdivision Plats & Easements submitted for review. Northern Engineering: Closure reports have been supplied with this submittal Development Application Complete Submittal Checklist Development Review Center | 281 N College Ave | Fort Collins CO 80522 | 970.221.6689 | DRCoord@fcgov.com Submittal Instructions • A City Development Review Coordinator will be assigned to all projects - Your Development Review Coordinator is available to assist you with the review process. If you do not have a review coordinator assigned to your project, please contact us at 970-221-6689 or DRCoord@fcgov.com for assistance. • Advanced notice of Submittal and resubmittals is appreciated - A completed copy of this checklist, all submittal materials and fee payments are due at the time of project submittal. Please contact your Development Review Coordinator at 970-221-6689 or DRCoord@fcgov.com for more submittal details including turnaround times and next steps. • Only complete submittals are accepted - The submittal may be returned to the applicant if any required materials or application fees are missing or insufficient. Submittals received Monday morning through Wednesday noon will be routed for review the same week and submittals received after Wednesday noon will be held and routed the following week. • This checklist shall be used in tandem with the Submittal Requirements Document. The applicant must complete this checklist and acknowledgement of the Submittal Requirements Document. • The applicant shall be the designated contact person who will receive correspondence from city staff and referral agencies. Additional Resources • Development Review Guide and Flowchart: https://www.fcgov.com/drg/ • Development Review Applications and Submittal Requirements Main Page: https://www.fcgov.com/developmentreview/applications.php • City Land Use Code: https://library.municode.com/co/fort_collins/codes/land_use • City Utilities: Development Forms, Guidelines & Regulations • City Engineering main page: https://www.fcgov.com/engineering/ • The City’s Comprehensive Plans: City Plan and Transportation Master Plan • Online City Map Resources: https://www.fcgov.com/gis/maps.php • Larimer County Urban Area Street Standards: https://www.larimer.org/engineering/standards-and-guides/urban-area-street-standards 3/30/2023 2 PDP/MJA Development Application Submittal Checklist Project Type:________________________ Project Number (if assigned): _________________ New Submittal Revision -- Review Round:_____ Submittal Date:________________ Project Review Meeting Date: _______________ Development Review Coordinator:____________________________________________________ Complete Submittal Checklist: Project Development Plan (PDP) · Major Amendment (MJA) Project Name: Applicant Name: This checklist is for the Project Review phase for all development projects (see Step 5 of the process flowchart). This checklist may be used for the pre-hearing review of Project Development Plans (PDP), Major Amendments (MJA) Addition of Permitted Uses (APU), Basic Development Reviews (BDR) and Site Plan Advisory Reviews (SPAR) as determined by staff. All checklist items are required unless city staff indicates an item is (W)aived, (D)eferred, (N/A) Not Applicable or already (R)eceived. If the staff code is blank, then the item is required. This checklist must be reviewed, completed, and accepted by staff prior to project routing. Additional information may be requested from the applicant during the review process, if necessary, to address specific issues that arise. Please note that all application materials, once submitted, become a matter of public record. Checklist, Submittal Forms and Fees: Staff Code Applicant Validation Item Description Submittal Requirement Resources One copy of this checklist, completed and signed by applicant Development Review Coordination DRCoord@fcgov.com 970-221-6689 One signed copy of Development Application Form Payment for the above application form Payments can be made by check or credit card. Check: Make payable to City of Fort Collins. Mail to the Development Review Center, 281 N College Ave, Fort Collins, CO 80524, OR place in the blue drop box located at the west side of the building. Credit Card: Would be processed over the phone. Credit card payments include a convenience fee of 2% + $0.25 added to all payments under $2,500.00, and 2.75% added to all payments over $2,500.00. N College 1311, LLC 3/30/2023 3 PDP/MJA Development Application Submittal Checklist Electronic Copies* All copies must be provided per City file naming standards and submitted electronically. All copies must be prepared per city PDF formatting standards. See: Submittal Requirements Section M – File Naming Standards & PDF formatting standards *Paper copies of plans and reports are not required during development review. See Submittal Requirements, Section D for drawing format guidelines. All plan elements shall be clearly drawn and labelled. A scale bar must be provided on all scaled drawings. Paper copies of plan sheets may be requested to complete a timely review, including instances when the drawing scale is not accurately depicted. 1)General Information: Staff Code Applicant Validation Item Description Submittal Requirement Resources A comment response letter from the project's Conceptual Review or Preliminary Development Review staff meeting; or for resubmittals include a comment response letter from the prior round of review. To receive a final copy of the project review comment letter, contact your Development Review Coordinator Section C Development Review Coordination DRCoord@fcgov.com 970-221-6689 Project Information and Design Narrative 2)Planning Submittal Package: Staff Code Applicant Validation Item Description Submittal Requirement Resources Title Block information on all plan sheets Section D Cover Page, including: Title Block Land Use Table Section E Sheet Index Section D Signature Blocks Site Plan Notes Standard Notes (also available in Word format at the Submittal Requirements web page) Site Location Map Section D Legal Description 3/30/2023 4 PDP/MJA Development Application Submittal Checklist Site Plan Sheet(s) (and related hardscape design detail sheets, See Section I for Requirements) Section F Architectural Elevation Sheet(s), Materials and other detail sheets (color elevations recommended) Section G Landscape Plan Sheet(s) Standard city landscape notes, and related planting detail sheets (See Section I for planting detail requirements) Section H and I Standard Notes (also available in Word format at the Submittal Requirements web page) Lighting Plan, Photometric Plan and Lighting Detail Sheets Section ITrash and Recycling Enclosure Details (include these details with the site plan sheets or elevation sheets) Confirmation that all Sheets provided incorporate City drafting and format standards Section D Staff Comments: RIPLEY N/A N/A N/A RIPLEY 3/30/2023 5 PDP/MJA Development Application Submittal Checklist 3)Subdivision Plat: Staff Code Applicant Validation Item Description Submittal Requirement Resources A subdivision plat of the site at an appropriate scale on one or more sheets, with outer dimensions printable at 24" x 36" and appurtenant documents prepared according to the requirements described in the submittal requirements. The plat must conform to the subdivision requirements of the City, except as waived by the approved project development plan for the development. Final Plan review and subdivision plat approval, and complete execution, together with all necessary certifications, shall be required before filing of the subdivision plat or issuance of building permits. Each residential lot on the subdivision plat shall identify if the garage door(s) is recessed behind the front face of the building, located on one of the other sides of the building, detached from the building or located to the front of the front face of the building. Section J LUC Division 3.3 – Engineering Standards City Contact(s): •Technical Services – Jeff County, JCounty@fgov.com •Surveying – John Von Nieda JVonNieda@fcgov.com Monument Records Closure Report 4)Utility Plans (Civil Construction Plans): Staff Code Applicant Validation Item Description Submittal Requirement Resources Existing Conditions and/or Demolition Plan Utility Plans Checklist.pdf City Contact: Engineering Development Review EngDevRev@fcgov.com 970-221-6605 Overall Grading Plan Overall Utility Plan Sheet Drainage Plan Street Plan Including horizontal alignment and centerline profiles for public streets NORTHERN 3/30/2023 6 PDP/MJA Development Application Submittal Checklist 5)Preliminary Drainage and Erosion Control Report: Staff Code Applicant Validation Item Description Submittal Requirement Resources Preliminary Drainage and Erosion Control Report may include the following: Detention Requirements and Calculations Offsite Flows Floodplain Zone -- Contact Floodplain Administration staff at 970-416-2632 for questions Hydraulic Calculations Detention Basin Calculations Standard Water Quality and LID Calculations Include Drainage Plan or Exhibit in the report Note: All items shown above are components that may be necessary with a drainage report analysis. Not all components may be necessary. The drainage report analysis must be prepared by a professional engineer. Stormwater Criteria Manual Resource Page Stormwater Criteria Manual Appendices: A.Required Submittal Content B.Stormwater Facilities Landscape Standards C.LID Implementation D.Erosion Control Guidance E.Erosion Control Construction Measures Fact Sheets F.Erosion Control Construction Measures Standard Notes City Utilities: Development Forms, Guidelines & Regulations For Stormwater or Floodplain questions, contact: waterutilitieseng@ fcgov.com 970-221-6689 Erosion Control Information: www.fcgov.com/erosion 3/30/2023 7 PDP/MJA Development Application Submittal Checklist 6)Reports and Supporting Documents: Staff Code Applicant Validation Item Description Submittal Requirement Resources Planning Services: Perspective views of the Building Exterior (Incorporated into the building elevation sheets) Section G Electronic Building Material Sample Board (Physical board maybe required upon request) Neighborhood Context Plan (Overall site plan diagram indicating surrounding neighborhood features, to be incorporated into Site Plan sheets or cover page) Section C Land Use Code Modification and Alternative Compliance Requests; staff review, and approval required prior to Development Review Completion (If Modifications are proposed) LUC Division 2.8 City Contact: Planning Services planning@fcgov.com 970-416-4311 Parking Alternative Compliance Studies Guidelines for these studies are held by the Director Parking Impact Study Guidelines (If Alternative Compliance is proposed) LUC Section 3.2.2(K) City Contact: Planning Services planning@fcgov.com 970-416-4311 Certification of Notice to Mineral Owner(s) Certification of Mineral Estate Owner Notification C.R.S.A § 24-65.5-103 Building Services: FOR INFORMATION: THIS MEETING IS REQUIRED FOR COMMERCIAL PROJECTS PRIOR TO FINAL PLAN SUBMITTAL, but generally not prior to hearing. Building Services Presubmittal Meeting: Confirmation of completed Pre-Submittal Code Feasibility Meeting with Building Services will be included with the Final Plan (FDP) Checklist, but not with this checklist. New Commercial Projects require a pre-submittal meeting for building code feasibility. This typically takes place when drawings are 50% complete and in the mid phases of the Development Review Process, and prior to Building Permit Submittal. Applicants are encouraged to review building requirements as early as possible in the process. For questions or to schedule this meeting please reach out to your Development Review Coordinator. Please Note: Building Permits will not be reviewed until Development Plan review process is completed Building Codes and Standards Building Permit Fees N/A N/A N/A N/A 3/30/2023 8 PDP/MJA Development Application Submittal Checklist Staff Code Applicant Validation Item Description Submittal Requirement Resources Development Review Engineering: Soils Report In conformance with the Larimer County Urban Area Street Standards Larimer County Urban Area Street Standards Subsurface Hydrologic Study Signed letters of intent from impacted off-site property owner(s) indicating generating agreements and that all required off-site easement and off-site rights-of-way can be finalized in conjunction with the Final Development Plan Submittal Required prior to scheduling hearing City Contact: Engineering Development Review EngDevRev@fcgov.com 970-221-6605 Draft legal descriptions for accompanying deeds of dedication by separate document Easement and Right-of-Way Dedication Process Draft legal descriptions for accompanying easement vacation request by separate document Vacation of Easements Process Closure Report for any Easements and/or Right of Ways submitted for review Engineering or Utility Variance Requests City review and approval required prior to scheduling hearing Larimer County Urban Area Street Standards Traffic Operations: Transportation Impact Study (TIS) OR waiver indicated from Traffic Operations staff Waiver indication to be provided with initial submittal Traffic Operations Resource Page City Contact: Traffic Operations 970-221-6630 N/A N/A N/A N/A N/A N/A SAME AS ODP APPLICATION 3/30/2023 9 PDP/MJA Development Application Submittal Checklist Staff Code Applicant Validation Item Description Submittal Requirement Resources Environmental Planning: Ecological Characterization Study (ECS) If an ECS is required, this must be submitted at least ten days prior to the development review application. A copy shall also be submitted at the time of the application with this checklist. Section J Section H LUC Section 3.4.1 City Contact: Environmental Planning 970-416-4311 Phase 1 Environmental Site Assessment Has there been previous uses on the site that could cause contamination of some sort? i.e., mechanic shops, quick lube shops, chemical storage/processing, manufacturing, gas stations or anything with fuel storage (above or below ground), dry cleaners, etc. To be provided by qualified third-party consultant City Forestry: Existing Tree Inventory Plan Prior to the review submittal, the applicant must schedule an on- site meeting with City Forestry to obtain tree inventory information for all existing trees within the development area. The meeting is also intended to discuss any proposed tree removal. PLEASE NOTE THAT EXISTING TREES SHOULD NOT BE REMOVED OR DAMAGED PRIOR TO SUBMITTAL, REVIEW AND APPROVAL OF THE PROPOSED DEVELOPMENT. See Submittal Requirements Sections H and L for more information regarding documentation of existing and proposed trees on landscape plans City Contact: City Forestry forestry@fcgov.com 970.221.6660 City Forestry Resources: www.fcgov.com/forestry Land Use Code Section: 3.2.1(F) Tree Protection and Replacement Existing Tree Removal Feasibility Request Provide a letter to City Forestry outlining the justification for the removal of any existing trees, if proposed. Existing Tree Mitigation Plan At your site meeting, City Forestry will determine the characteristics and mitigation requirements for all existing trees within the project's proposed Limits of Disturbance. (If tree removal is proposed). N/A 3/30/2023 10 PDP/MJA Development Application Submittal Checklist Other information and data as required for the full and complete consideration of the development (to be completed by City staff): Hazardous Materials Impact Analysis. Any special wildlife, wetland, natural habitats, and features, ecological or environmental study or mapping pursuant to Section 3.3 and 3.4 of the Land Use Code as requested by the Director. Other items required: City Contact: Development Review Coordination DRCoord@fcgov.com 970-221-6689 Applicant Acknowledgement: I have reviewed the Development Application Submittal Requirements, Sections A – M. All documents submitted are complete and the Development Application Submittal Requirements have been incorporated into the plans (See Development Application Submittal Requirements for detailed description of requirements). All documents submitted have been compared and consistent design information is shown on all plan sheets and reports. I understand that submittal requirements not sufficiently addressed or deferred may result in added review time. Applicant Signature: ______________________________________________________ Date: ______________________________ Phone: ______________________________________ Email: ________________________________________________________ (See Development Application Submittal Requirements for detailed description of requirements) N/A CTL|Thompson, Inc. Denver, Fort Collins, Colorado Springs, Glenwood Springs, Pueblo, Summit County – Colorado Cheyenne, Wyoming and Bozeman, Montana HIBDON/MASON 24/7 SHELTER SWC HIBDON COURT AND MASON STREET FORT COLLINS, COLORADO Prepared for: DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 301 West 45th Avenue Denver, Colorado 80216 Attention: Chad Holtzinger Project No. FC10,520.000-125-R1 October 25, 2022 GEOTECHNICAL INVESTIGATION 5,"(# Table of Contents DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 SCOPE ...................................................................................................................................... 1 SUMMARY ................................................................................................................................ 1 SITE CONDITIONS ................................................................................................................... 2 PROPOSED CONSTRUCTION ................................................................................................. 3 INVESTIGATION ....................................................................................................................... 4 SUBSURFACE CONDITIONS ................................................................................................... 5 Natural Soil ............................................................................................................................. 5 Bedrock .................................................................................................................................. 5 Groundwater ........................................................................................................................... 5 GEOLOGIC HAZARDS .............................................................................................................. 6 Seismicity ............................................................................................................................... 7 SITE PREPARATION ................................................................................................................ 7 Sub-Excavation ...................................................................................................................... 7 Excavation .............................................................................................................................. 8 Fill and Backfill ....................................................................................................................... 9 Stabilization ............................................................................................................................ 9 Dewatering ............................................................................................................................10 Utilities ...................................................................................................................................10 FOUNDATIONS ........................................................................................................................11 FLOOR SYSTEMS ...................................................................................................................12 Structurally Supported Floors ................................................................................................14 Exterior Flatwork....................................................................................................................15 LATERAL LOADS .....................................................................................................................15 POND CONSTRUCTION ..........................................................................................................16 PAVEMENTS ............................................................................................................................17 SURFACE AND SUBSURFACE DRAINAGE ............................................................................19 CONCRETE ..............................................................................................................................21 CONSTRUCTION OBSERVATIONS ........................................................................................22 GEOTECHNICAL RISK ............................................................................................................23 LIMITATIONS ...........................................................................................................................24 5,"(# Table of Contents, Continued DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 FIG. 1 – LOCATIONS OF EXPLORATORY BORINGS ON GOOGLE IMAGE FIG. 1B – LOCATION OF EXPLORATORY BORINGS ON PROPOSED DEVELOPMENT PLAN FIG. 2 – GROUNDWATER DEPTH AND ELEVATION APPENDIX A – SUMMARY LOGS OF EXPLORATORY BORINGS APPENDIX B – LABORATORY TEST RESULTS AND TABLE B-I APPENDIX C – FLEXIBLE AND RIGID PAVEMENT MATERIALS, CONSTRUCTION AND MAINTENANCE GUIDELINES 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 1 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 SCOPE This report presents the results of our Geotechnical Investigation of the Hibdon/Mason 24/7 Shelter planned at the southwest corner of Hibdon Court and Ma- son Street in Ft. Collins, Colorado (Fig. 1). The purpose of our investigation was to eval- uate the subsurface conditions to provide geotechnical design and construction criteria for the project. The scope was described in the Service Agreement (DN 22-0318) dated July 6, 2022. Evaluation of the property for the possible presence of potentially hazard- ous materials (Environmental Site Assessment) was not included in our scope. This report was prepared from data developed during field exploration and recon- naissance, field and laboratory testing, engineering analysis of field and laboratory data, and our experience. It includes our opinions and recommendations for design criteria and construction details for foundations, floor systems, pavements, slabs-on-grade, lat- eral earth loads, and drainage precautions. Other types of construction may require re- vision of this report and the recommended design criteria. A summary of our conclu- sions and recommendations follows. Detailed design criteria are presented within the report. SUMMARY 1. Strata found in our exploratory borings consisted of about 6 to 11 feet of sandy clay over 10 to 14 feet of clayey, silty, gravelly sand and underlain by claystone bedrock. Claystone bedrock was encountered in four borings at depths of 18 to 22 feet. The clay is expansive. 2. Groundwater was encountered during drilling in all the borings at depths of 8 to 11 feet. When the test holes were checked after drilling on August 31, 2022, water was measured in five borings at depths of 8 to 9.5 feet or ap- proximate elevations 4970.5’ to 4973’. The remaining borings had caved at depths of 4.5 to 8 feet. Our experience suggests groundwater may be present near depths where caving occurred. Depending on grading plans, groundwater could be encountered during utility installation. Excavations that extend near groundwater levels may necessitate stabilization and temporary construction dewatering. Groundwater may fluctuate seasonally and rise or develop in response to development, precipitation, landscape irrigation and changes in land-use. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 2 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 3. The presence of expansive soil constitutes a geologic hazard. There is risk that slabs-on-grade and foundations may experience heave or settle- ment and damage. We believe the recommendations presented in this re- port will help to control risk of damage; they will not eliminate that risk. Slabs-on-grade and, in some instances, foundations may be damaged by soil movements. 4. We judge footing foundations can be used with calculated movement of about 1-inch or less provided they are constructed on well-compacted fill, as discussed in Sub-Excavation. Existing soils may be re-used as new fill provided debris, vegetation/organics, contaminated soils (if any) and other deleterious materials are removed. Design and construction criteria are pre- sented in the report. 5. The expansive clay presents risk of damaging movement to pavement systems. We recommend sub-excavating 3 feet below pavement areas to improve pavement performance. Parking areas will need a minimum of 6 inches of concrete or full depth asphalt, while access drives will need a minimum of 6 inches of concrete or 7 inches of full depth asphalt. Compo- site section alternatives are also presented in our report. Further design and criteria are presented in the report. 6. Surface drainage should be designed, constructed, and maintained to pro- vide rapid removal of runoff away from the buildings and off pavements and flatwork. Water should not be allowed to pond adjac ent to the build- ings or on pavements or flatwork. 7. The design and construction criteria for foundations and floor system alter- natives in this report were compiled with the expectation that all other rec- ommendations presented related to surface drainage, landscaping irriga- tion, backfill compaction, etc. will be incorporated into the project and that the owner or property manager will maintain the structures, use prudent irrigation practices and maintain surface drainage. It is critical that all rec- ommendations in this report are followed. SITE CONDITIONS The Hibdon/Mason 24/7 Shelter Site is located at the southwest corner of Hibdon Court and Mason Street in Ft. Collins, Colorado (Fig. 1 and Photo 1). The site is cur- rently vacant land adjoined by some commercial and manufacturing buildings to the south, single-family residential homes to the west, Mason Street to the east, and addi- tional vacant land with single-family residences to the north. According to the Larimer 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 3 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 County Assessor, the site is part of a larger parcel. The proposed development is spread across two properties with parcel numbers “9702100918 and 9702100007” with a land acreage of 7.5 and 5.2 acres, respectively, according to the assessor. Mason Street was developed between 2014 and 2016, bisecting one of the parcels. Cache la Poudre River is less than ½-mile south of the site, Terry Lake and Long Pond are about ¾-mile northeast, Larimer and Weld Canal is ½-mile north, and Lindenmeier Lake is 1 ¼ miles east of the site. Dry Creek cuts through the site. Photo 1 – Google Earth© Aerial Site Photo, June 2021 PROPOSED CONSTRUCTION A conceptual site plan provided to CTL by Shopworks Architecture indicates de- velopment will consist of two structures with office and living/community space, paved parking, and possible plaza areas. We anticipate the structures will be three to four sto- ries with no below-grade areas. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 4 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 We understand this project is still in the conceptual phase. Construction and grading plans are not available at this time. The current site layout differs from the plan used to lay out our borings and we recommend additional drilling once site plans are more finalized to confirm recommendations presented in this report remain appropriate. INVESTIGATION We investigated subsurface conditions on August 18, 2022 by drilling and sam- pling nine exploratory borings at the approximate location shown on Fig. 1. Prior to drill- ing, we contacted the Utility Notification Center of Colorado and local sewer and water districts to identify locations of buried utilities. Boring location and elevations are approx- imate and were determined using a Leica GS18 GPS unit referencing the North Ameri- can Datum of 1983 (NAD83). The borings were drilled using 4-inch diameter, continu- ous-flight, solid-stem auger and truck-mounted CME-45 drill rig. We obtained samples at approximate 2 to 10-foot intervals using 2.5-inch diameter (O.D.) modified California barrel samplers driven by blows of an automatic 140-pound hammer falling 30 inches. Our field representative was present to observe drilling operations, log the strata en- countered, and obtain samples. Graphical log of the boring, including results of field penetration resistance tests and a portion of laboratory test data are presented in Ap- pendix A. Samples were returned to our laboratory where they were examined and testing was assigned. Laboratory tests included moisture content, dry density, particle-size analysis (percent silt and clay-sized particles passing the No. 200 sieve), gradation, At- terberg limits, swell-consolidation, standard Proctor, unconfined compressive strength, and water-soluble sulfate concentration. Swell-consolidation tests were performed by wetting the samples under approximate overburden pressures (the pressure exerted by overlying soils). Results of laboratory tests are presented in Appendix B and summa- rized in Table B-I. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 5 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 SUBSURFACE CONDITIONS Strata found in our exploratory borings consisted of about 6 to 11 feet of sandy clay over 10 to 14 feet of clayey, silty, gravelly sand underlain by claystone bedrock. Claystone bedrock was encountered in four borings at depths of 18 to 22 feet . Some of the pertinent engineering characteristics of the soil and bedrock are described in the fol- lowing paragraphs. Natural Soil Natural soils consisted of about 6 to 11 feet of sandy clay over 10 to 14 feet of clayey, silty, gravelly sand. The clay was medium stiff to very stiff and the sand was me- dium dense to very dense based on field penetration resistance tests. One clay sample did not swell, and three samples swelled 1.7 to 3.1 percent when wetted. The low to moderate swelling samples were encountered in the upper five feet of the borings. Four samples of sandy clay contained 73 to 91 percent fines (passing the No. 200 sieve) and one exhibited moderate plasticity with a liquid limit of 44. Four sand samples contained 3 to 7 percent fines. We judge the sand to be non-expansive. Bedrock Claystone bedrock was encountered at depths of 18 to 22 feet below existing grade or approximate elevations of 4958 to 4960 feet. The bedrock was very hard. Groundwater Groundwater was encountered during drilling in all the borings at depths of 8 to 11 feet. When the test holes were checked after drilling on August 31, 2022, water was measured in five borings at depths of 8 to 9.5 feet or approximate elevations 4970.5’ to 4973’. The remaining borings had caved at depths of 4.5 to 8 feet. Our experience sug- gests groundwater may be present near depths where caving occurred. Depending on 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 6 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 grading plans, groundwater could be encountered during utility installation . Excavations that extend near groundwater levels may necessitate stabilization and temporary con- struction dewatering. Groundwater may fluctuate seasonally and rise or develop in re- sponse to development, precipitation, landscape irrigation and changes in land-use. GEOLOGIC HAZARDS Colorado is a challenging location to practice geotechnical engineering. The cli- mate is relatively dry and the near-surface soils are typically dry and comparatively stiff. These soils and related sedimentary bedrock formations react to c hanges in mois- ture conditions. Some of the soils swell as they increase in moisture and are referred to as expansive soils. Other soils can compress significantly upon wetting and are identi- fied as compressible soils. Much of the land available for develop ment east of the Front Range is underlain by expansive clay or claystone bedrock near the surface. The soils that exhibit compressible behavior are more likely west of the Continental Divide; how- ever, both types of soils occur throughout the state. Covering the ground with buildings, pavements, flatwork, etc., coupled with land- scape irrigation and changing drainage patterns, leads to an increase in subsurface moisture conditions. As a result, some soil movement due to heave or settlement is in- evitable. It is critical that precautions are taken to increase the chances that the founda- tions and slabs-on-grade will perform satisfactorily. Engineered design of grading, foun- dations, slabs-on-grade, and drainage can mitigate, but not eliminate, the effects of ex- pansive and compressible soils. After construction, property managers must assume re- sponsibility for maintaining the structure and use appropriate practices regarding drain- age and landscaping. Expansive soil is present at this site which constitutes a geologic hazard. There is risk that ground heave or settlement will damage slabs-on-grade and foundations. The risks can be mitigated, but not eliminated, by careful design, construction, and maintenance procedures. Expansive soil should be removed and replaced as discussed 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 7 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 in Sub-Excavation. We believe the recommendations in this report will help reduce risk of foundation and/or slab damage; they will not eliminate that risk. Slabs-on-grade and, in some instances, foundations may be affected. Maintenance will be required to reduce risk. Seismicity The soil and bedrock are not expected to respond unusually to seismic activity. According to the 2021 International Building Code (IBC, Standard Penetration Re- sistance method), and based upon the results of our investigation, we judge the site classifies as Site Class C. SITE PREPARATION We believe there are no geotechnical constraints at this site that preclude devel- opment. The following discussion presents our opinions and recommendations for site development. Sub-Excavation Expansive clay was encountered in the upper 5 feet of our exploratory borings. Expansive soils present risk of damaging heave for foundations, slabs-on-grade, and pavements, and are not recommended in its current condition to support new construc- tion. We estimate total potential ground heave at the existing ground surface of 1.2 to 2.5 inches considering a 20-foot depth of wetting. Proposed grades and finished floor elevations are not known at this time. We believe sub-excavation to a depth of 5 feet below lowest foundation element will be necessary to mitigate expansive clay and allow use of shallow foundations and slab-on-grade floors for the structure. This recommen- dation should be re-evaluated once the site plan is finalized and additional drilling is per- formed. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 8 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 The bottom of sub-excavated areas should extend laterally at least 5 feet beyond the outside edge of footing. Sub-excavation should provide more uniform support condi- tions for footings and slab-on-grade floors and reduce potential differential movements. The extent and depth of removal should be surveyed. Special attention should be paid to compaction in the corners along the edges of excavation, as large equipment cannot easily access these areas. We recommend sub-excavation fill below buildings be mois- ture conditioned between 1 and 4 percent above optimum moisture content and com- pacted to at least 95 percent of standard Proctor maximum dry density. Our representa- tive should be present full time to observe and test compaction of sub -excavation fill during placement. Excavation We believe the soils penetrated by our exploratory bo rings can be excavated with typical heavy-duty equipment. We recommend the owner and the contractor become fa- miliar with applicable local, state and federal safety regulations, including the current Occupational Safety and Health Administration (OSHA) Exca vation and Trench Safety Standards. We anticipate the sand will classify as Type C soils, which require maximum side slope inclinations of 1½:1 (horizontal:vertical) for temporary excavations in dry con- ditions. The clay will likely classify as Type B soils, which require maximum slope incli- nations of 1:1 (horizontal:vertical) for temporary excavations in dry conditions, respec- tively. Excavations will require flatter slopes below groundwater and where seepage is present. The contractor’s “competent person” is required to identify the soils encoun- tered in the excavations and refer to OSHA standards to determine appropriate slopes. Stockpiles of soils and equipment should not be placed within a horizontal distance equal to one-half the excavation depth, from the edge of the excavation. A professional engineer should design excavations deeper than 20 feet, if any. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 9 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 Fill and Backfill The on-site soil is generally suitable for reuse as new fill, provided debris, organ- ics/vegetation and other deleterious materials are substantially removed. We expect the fill will require screening to properly remove debris. Soil particles larger than 3 inches in diameter should not be used for fill unless broken down. If imported fill is necessary for general site grading purposes, it should ideally consist of soil having a maximum parti- cle size of 2 inches, between 25 and 50 percent passing a No. 200 sieve, a liquid limit less than 30, and a plasticity index less than 15. Potential fill materials should be sub- mitted to our office for approval prior to importing to the site. Prior to fill placement, debris, organics/vegetation and deleterious materials should be substantially removed from areas to receive fill. The surface to be filled should be scarified to a depth of at least 8 inches, moisture conditioned and compacted to the criteria below. Subsequent fill should be placed in thin (8 inches or less) loose lifts, moisture conditioned to within 2 percent of optimum moisture content for sand and between 1 and 4 percent above optimum for clay, and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). Our experience indicates fill and backfill can settle, even if properly compacted to the criteria provided above. Factors that influence the amount of settlement are depth of fill, soil type, degree of compaction, and time. The length of time for the compression to occur can be a few weeks to several years. The degree of compression of the recom- mended fill under its own weight will likely be 1 percent of the fill depth. Any improve- ments placed over backfill should be designed to accommodate movement. Stabilization Soft, wet soils in excavations should be removed or stabilized, if encountered. Soft excavation bottoms can likely be stabilized by crowding crushed rock into the soils until firm. Acceptable rock materials include, but are not limited to, No. 2 and No. 57 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 10 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 rock. Crushed rock on a layer of geosynthetic grid or woven fabric can also be used, which should reduce the amount of aggregate needed to stabilize the subgrade. Typi- cally, a biaxially woven fabric such as Mirafi 600x (or equal) or geogrid (su ch as Tensar BX1100 or equal) topped with 8 to 12 inches of 1 to 5 -inch crushed rock will provide a stable working surface. Dewatering Groundwater may be encountered in utility excavations. Temporary construction dewatering systems may be required to properly install deep utilities (if any) in areas of shallow groundwater. We believe dewatering for excavations which penetrate less than 3 to 5 below the groundwater surface may be accomplished using conventional sump and pump methods in utility trenches. We recommend the sump pits be at least 3 feet deeper than the bottom of the deepest excavation. Deeper excavations may require more elaborate dewatering (such as well points). The City of Fort Collins, Larimer County and/or the Colorado Department of Pub- lic Health and Environment may require dewatering permits. Our experience indicates periodic environmental testing is usually required with these permits, with reporting. Per- mitting requirements may also influence the construction schedule. Utilities Water, storm sewer and sanitary sewer lines are often constructed beneath slabs and pavements. Compaction of utility trench backfill can have a significant effect on the life and serviceability of floor slabs, pavements and exterior flatwork. We recommend utility trench backfill be placed and compacted as outlined above. Our experience indi- cates use of self-propelled compactors results in more reliable performance compared to fill compacted by an attachment on a backhoe or trackhoe. The upper portion of the trenches should be widened to allow the use of a self-propelled compactor. During con- 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 11 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 struction, careful attention should be paid to compaction at curblines and around man- holes and water valves. The placement and compaction of utility trench backfill should be observed and tested by our firm. If soft or loose soils are encountered, removal and replacement with compacted fill or stabilization by crowding 1.5 to 3-inch nominal sized crushed rock or recycled con- crete until the base of excavation does not deform more than 1-inch when compactive effort is applied may be necessary. Special attention should be paid to backfill placed adjacent to manholes as we have observed conditions where settlement in excess of 1 percent has occurred after completion of construction. Flowable fill may be considered at critical utility crossings where it would be difficult to achieve adequate compaction. Fill should be moisture-conditioned and compacted to the specifications outlined in Fill and Backfill. The placement and compaction of utility trench backfill should be observed and tested by a representative of our firm during construction. FOUNDATIONS Our investigation indicates expansive clay is present at the anticipated founda- tion levels. The expansive clay should be mitigated as discussed in Sub-Excavation. Provided sub-excavation is performed as recommended, we believe footing foundations are appropriate for the structure. We estimate 1-inch or less of movement is possible af- ter sub-excavation. Design criteria for footing foundations developed from analysis of field and laboratory data and our experience are presented below. 1. Footings should be constructed on new, moisture conditioned and well- compacted fill as discussed in Sub-Excavation, or firm, natural sandy soils. Soils loosened during foundation excavation or in the forming pro- cess should be removed and replaced with new well-compacted fill prior to placing concrete. 2. Footings should be designed for a maximum allowable soil pressure of 2,500 psf with a minimum deadload of 800 psf. This may be increased by 1/3 to allow for short term loading 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 12 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 3. A coefficient of friction can be used to resist lateral translation between concrete foundation elements and fill taken as 0.35. 4. Equivalent fluid densities for at-rest pressure and passive resistance pre- sented in the LATERAL LOADS portion of this report can be used in the design of spread footings. 5. Footings should have a minimum width of 16 inches. Foundations for iso- lated columns should have minimum dimensions of 20 inches by 20 inches. Larger sizes may be required depending upon the loads and struc- tural system used. 6. Foundation walls and grade beams should be well-reinforced. We recom- mend reinforcement sufficient to span an unsupported distance of at least 10 feet, where applicable. Reinforcement should be designed by the struc- tural engineer. 7. The completed foundation excavations should be observed b y a repre- sentative of our firm to confirm subsurface conditions are as anticipated. 8. Excessive wetting of foundation soils during and after construction can cause heave or softening and consolidation of foundation soils and result in footing movements. Proper surface drainage around the buildings is critical to control wetting. FLOOR SYSTEMS We anticipate the main floor levels of the buildings will have several uses, such as common areas, living space, lobbies, and mechanical/storage areas. Provided sub- excavation is performed, slab-on-grade floors can be used with anticipated potential movements on the order of 1-inch. If sensitive floor finishes will be used or movement cannot be tolerated, we recommend use of a structurally supported floor system . Slabs-on-grade are suitable, provided the potential movement and risk of distress are acceptable to the owner. Where conventional slabs-on-grade are used, we recom- mend the following design and construction criteria. These recommendations will not prevent movement. Rather, they tend to reduce damage if movement occurs. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 13 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 1. Slabs should be placed directly on the natural sand or properly moisture conditioned, well-compacted fill. The 2018 International Building Code (IBC) requires a vapor retarder be placed between the base course or subgrade soils and the concrete slab-on-grade floor. The merits of installa- tion of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder (10 mil minimum) is more beneficial below concrete slab-on-grade floors where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor retarder and the floor slab. The placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse ag- gregate content, and reasonably low slump will reduce the risk of shrink- age cracking and curling. Considerations and recommendations for the in- stallation of vapor retarders below concrete slabs are outlined in Section 5.2.3.2 of the 2015 report of American Concrete Institute (ACI) Comm ittee 302, “Guide to Concrete Floor and Slab Construction (ACI 302.1R-15).” 2. Slab-bearing partition walls should be designed and constructed to allow at least 2 inches of slab movement. If the slip joint is provided at the top of partitions, the connection between slab-supported partitions and founda- tion-supported walls should be detailed to allow differential movement. The property owner/manager should monitor partition voiding and other connections, and re-establish the gap when it closes to less than ½-inch. 3. Plumbing and utilities that pass through the slab should be isolated from the slabs and constructed with flexible couplings. Utilities, as well as elec- trical and mechanical equipment should be constructed with sufficient flex- ibility to allow for movement. 4. A modulus of subgrade reaction of 100 pci can be sued for the on-site soils, or similar new fill. This may be increased by 1/3 to allow for short term loading. 5. HVAC systems supported by the slabs (if any) should be provided with flexible connections capable of withstanding at least 2 inches of move- ment. 6. Exterior flatwork and sidewalks should be separated from the structure. These slabs should be detailed to function as independent units. Move- ment of these slabs should not be transmitted to the foundations. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 14 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 7. The American Concrete Institute (ACI) recommends frequent control joints be provided in slabs to reduce problems associated with shrinkage crack- ing and curling. To reduce curling, the concrete mix should have a high aggregate content and a low slump. If desired, a shrinkage compensating admixture could be added to the concrete to reduce the risk of shrinkage cracking. We can perform a mix design or assist the design team in select- ing a pre-existing mix. Structurally Supported Floors To our knowledge, there are no soil treatments combined with slab-on-grade floors that will result in the same reduction in risk of floor movement (relative to the risk inherent for a floor slab placed directly on the natural soils), as would be provided by a structural floor. If floor movement cannot be tolerated, then a structurally supported floor should be used. A structural floor is supported by the foundation system. Design and construction issues associated with structural floors include ventilation and lateral loads. Where structurally supported floors are installed over a crawl space, the required air space d e- pends on the materials used to construct the floor and the potential expansion of the un- derlying soils. Building codes require a clear space of 18 inches between exposed earth and untreated wood floor components. For non -organic floor systems, we recommend a minimum clear space of 8 inches. This minimum clear space should be maintained be- tween any point on the underside of the floor system (including beams and floor drain traps) and the soils. A slab-on-void system may also be considered. Void form should be chosen to break down quickly after the slab is placed. A sand or gravel leveling base below the void form should not be used. We recommend against the use of wax or plastic-coated boxes unless provisions are made to allow water vapor to penetrate the boxes, resulting in softening. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 15 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 Where structurally supported floors are used, utility connections including water, gas, air duct, and exhaust stack connections to floor supported appliances should be capable of absorbing some deflection of the floor. Plumbing that passes through the floor should ideally be hung from the underside of the structural floor and not lain on the bottom of the excavation. It is prudent to maintain the minimum clear space below all plumbing lines; this configuration may not be achievable for some parts of the installa- tion. Control of humidity in crawl spaces is important for indoor air quality and perfor- mance of wood floor systems. We believe the best current practices to control humidity involve the use of a vapor retarder or vapor barrier (10 mil) placed on the soils below accessible subfloor areas. The vapor retarder/barrier should be sealed at joints and at- tached to concrete foundation elements. Exterior Flatwork We recommend exterior flatwork and sidewalks around the building be isolated to reduce the risk of transferring slab movement to the structure. One alternative would be to construct the inner edges of the flatwork on haunches or steel angles bolted to the foundation walls and detailing the connections such that movement will cause less dis- tress to the building, rather than tying the slabs directly into the building foundations. Construction on haunches or steel angles and reinforcing the sidewalks and other exte- rior flatwork will reduce the potential for differential settlement and better allow them to span across foundation wall backfill. Frequent control joints should be provided to re- duce problems associated with shrinkage. Panels that are approximately s quare per- form better than rectangular areas. LATERAL LOADS Foundation walls and grade beams should be designed to resist lateral earth pressures. The amount of pressure on a wall is a function of the wall height, type of 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 16 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 backfill, drainage conditions, slope of the backfill surface, and the allowable rotation of the wall. The building foundation walls will be essentially rigid and unable to rotate to mobilize the strength of the backfill soils. Therefore, they should be designed for an "at rest" earth pressure condition. For walls that are free to rotate slightly, an “active” earth pressure resistance can be used. A “passive” earth pressure resistance can be used to resist sliding and overturning. Passive resistance requires movement to generate re- sistance. We have tabulated equivalent fluid density values for on-site soil used as backfill in lateral earth pressure restraint design below. These values assume that backfill will be moisture-conditioned and compacted as described previously. The values do not in- clude allowances for surcharge loads such as adjacent foundations, sloping backfill, ve- hicle traffic, or hydrostatic pressure. LATERAL EQUIVALENT FLUID DENSITIES LOAD CONDITION CLAY Active Equivalent Fluid Density (pcf) 50 At Rest Equivalent Fluid Density (pcf) 65 Passive Equivalent Fluid Density (pcf)* 300* *Assumes backfill will not be removed. POND CONSTRUCTION We encountered 6 to 9 feet of sandy clay underlain by clean to slightly silty sand in the detention pond borings. Groundwater was encountered at depths of 8 to 11 feet (Elev. 4968.5 to 4973.5) at the time of drilling. During the delayed water checks the pond borings had caved at depths of 4.5 to 7.5 feet. Our experience suggests ground- 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 17 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 water may be present near depths where caving occurred . The CDPHE will likely not al- low the mixing of storm water and groundwater. This should be taken into consideration when planning the location and depth of proposed detention ponds. Permeability of the on-site clay is considered to be negligible, and we estimate permeability rates on the order of 10 to 50 inches per hour for the on-site sand. We rec- ommend inlet/outlet pipes be bedded in a relatively impervious material such as clay or flow fill to reduce piping and soil erosion along the sides. Cutoff walls can be installed or a cradle may be constructed of concrete or flow fill that can support the pipe. Hand com- paction of embankment fill soils may be required around the pipes to reduce potential seepage between the outside of the pipes and fill. PAVEMENTS The project will include automobile parking and access drives. We assume all paved areas will be private. The performance of a pavement structure is dependent upon the characteristics of the subgrade soil, traffic loading and frequency, climatic con- ditions, drainage and pavement materials. As part of our investigation for this project, we drilled three borings in the proposed area of automobile parking and access drives based on the initial site plan. We considered Larimer County Urban Area Street Stand- ards (LCUASS, repealed and reenacted April 1, 2007) in combination with laboratory data and our experience to develop pavement design criteria. Subgrade soils generally classified as A-6 according to AASHTO criteria. Remolded Unconfined Compressive Strength testing was conducted on two composite samples of soils from our pavement borings. For our pavement design, we have tabu- lated a modulus of subgrade reaction of 14,561 psi considering lab test results. Samples obtained in our pavement borings swelled 1.8 to 6.6 percent. We rec- ommend sub-excavation to a depth of 3 to 5 feet below bottom of pavement section to 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 18 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 improve pavement performance. Subgrade should be proof-rolled with a loaded, tan- dem-axle dump truck to disclose soft/loose areas. These areas should be reworked and compacted. Subgrade areas that pass proof-roll should be stable enough to pave. We are assuming flexible hot mix asphalt (HMA) pavement is planned for the parking lots. Rigid portland cement concrete (PCC) pavement should be considered for trash enclosure areas and where the pavement will be subjected to frequent turning of heavy vehicles. Pavement section alternatives are provided below. SUMMARY OF RECOMMENDED MINIMUM PAVEMENT ALTERNATIVES Hot Mix Asphalt (HMA) + Aggregate Base (ABC) Full Depth Asphalt Portland Cement Con- crete (PCC)* Parking Areas 4" HMA + 8" ABC 6” 6" PCC Access Drives 5" HMA + 6" ABC 7” 6"PCC Trash Enclosures - - 6" PCC Our experience indicates problems with asphalt pavements can occur where heavy trucks drive into loading and unloading zones and turn at low speeds. In areas of concentrated loading and turning movements by heavy trucks, such as at entrances and trash collection areas, we recommend a 6-inch or thicker Portland cement concrete pad be constructed at loading docks and dumpster locations, or other areas where trucks will stop or turn. The concrete pads should be of sufficient size to accommodate truck turning, trash pickup and delivery/loading areas. A section of 7 inches can be used if ex- tra durability is desired. The design of a pavement system is as much a function of paving materials as supporting characteristics of the subgrade. All soils that will support pavements should be scarified, moisture conditioned, and compacted prior to paving. The quality of each construction material is reflected by the strength coefficient used in the calculations. If the pavement system is constructed of inferior material, then the life and serviceability of the pavement will be substantially reduced. Materials and placement methods should conform to the requirements of the Larimer County Urban Area Street Standards. All 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 19 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 materials planned for construction should be tested to confirm their compliance with pro- ject specifications. Control joints should separate concrete pavements into panels as recommended by ACI. No de-icing salts should be used on paving concrete for at least one year after placement. Routine maintenance, such as sealing and repair of cracks and overlays at 5 to 7-year intervals, are necessary to achieve long-term performance of an asphalt sys- tem. We recommend application of a rejuvenating sealant such as fog seal after the first year. Deferring maintenance usually results in accelerated deterioration of pavements leading to higher future maintenance costs. A primary cause of early pavement deterioration is water infiltration into the pave- ment system. The addition of moisture usually results in softening of the subgrade and eventual failure of the pavement. We recommend drainage be designed for rapid re- moval of surface runoff. Curb and gutter should be backfilled and the backfill compacted to reduce ponding adjacent to the pavements. Final grading of the subgrade should be carefully controlled so that design cross-slope is maintained and low spots in the sub- grade which could trap water are eliminated. Seals should be provided between curb and pavement and at all joints to reduce moisture infiltration. Landscaped areas and de- tention ponds in pavements should be avoided. Recommended material properties and construction criteria for pavements are provided in Appendix C. These criteria were developed from analysis of the field and la- boratory data and our experience. If the materials cannot meet these recommendations, then the pavement design should be re-evaluated based upon available materials. SURFACE AND SUBSURFACE DRAINAGE Water from irrigation frequently flows through relatively permeable backfill placed adjacent to buildings and collects on the surface of less permeable soils occurring at the 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 20 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 bottom of excavations. This process can cause wet or moist below-grade conditions af- ter construction. There are no below-grade areas planned at this time with exception to the elevator/stairwell core pit, if planned. These areas would merit use of a drain. Alter- natively, they can be designed and constructed to be water tight. Buoyancy effects should be considered. Our experience indicates moist conditions can develop in crawl spaces (if con- structed), resulting in isolated instances of damp soils, musty smells, and, in rare cases, standing water. Crawl spaces should be well ventilated, depending on the use of a va- por retarder/barrier and the floor material selected. Performance of foundations, pavements and flatwork is influenced by the mois- ture conditions existing within the foundation or subgrade soils. The risk of wetting the foundation and floor subgrade soils can be reduced by carefully planned and main- tained surface grades and drainage. Excessive wetting before, during and/or after con- struction may cause movement of foundations and slabs-on-grade. We recommend the following precautions be observed during construction and maintained at all times after construction is completed. 1. Wetting or drying of open foundation, utility and earthwork excavations should be avoided. 2. Positive drainage should be provided away from the improvements. Paved surfaces should be sloped to drain away from the additions. A minimum slope of 1 percent is suggested. More slope is desirable. Concrete curbs and sidewalks may “dam” surface runoff and disrupt proper flow. Use of “chase” drains or weep holes at low points in the curb should be consid- ered to promote proper drainage. 3. Backfill around foundations should be moistened and compacted accord- ing to criteria presented in Fill and Backfill. Areas behind curb and gutter should be backfilled and well compacted to reduce ponding of surface wa- ter. Seals should be provided between the curb and pavement to reduce infiltration. 4. Landscaping should be carefully designed to minimize irrigation. Plants used close to foundation walls should be limited to those with low moisture 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 21 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 requirements. Irrigation should be limited to the minimum amount suffi- cient to maintain vegetation. Application of more water will increase likeli- hood of slab and foundation movements and associated damage. Land- scaped areas should be adequately sloped to direct flow away from the improvements. Use of area drains can assist draining areas that cannot be provided with adequate slope. 5. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding foundations. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow evaporation. 6. Roof drains should be directed away from the additions and discharge be- yond backfill zones or into appropriate storm sewer or detention area. Downspout extensions and splash blocks should be provided at all dis- charge points. Roof drains can also be connected to buried, solid pipe out - lets. Roof drains should not be directed below slab-on-grade floors. Roof drain outlets should be maintained. CONCRETE Concrete in contact with soil can be subject to sulfate attack. We measured wa- ter-soluble sulfate concentrations of 0.20 to 0.80 percent in three samples, with an aver- age of 0.55 percent. As indicated in our tests and ACI 318-19, the sulfate exposure class is Severe or S2. SULFATE EXPOSURE CLASSES PER ACI 318-19 Exposure Classes Water-Soluble Sulfate (SO4) in Soil A (%) Not Applicable S0 < 0.10 Moderate S1 0.10 to 0.20 Severe S2 0.20 to 2.00 Very Severe S3 > 2.00 A) Percent sulfate by mass in soil determined by ASTM C1580 For this level of sulfate concentration, ACI 318-19 Code Requirements indicates there are special cement type requirements for sulfate resistance as indicated in the ta- ble below. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 22 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 CONCRETE DESIGN REQUIREMENTS FOR SULFATE EXPOSURE PER ACI 318-19 Exposure Class Maximum Water/ Cement Ratio Minimum Compressive Strength (psi) Cementitious Material Types A Calcium Chloride Admixtures ASTM C150/ C150M ASTM C595/ C595M ASTM C1157/ C1157M S0 N/A 2500 No Type Restrictions No Type Restrictions No Type Restrictions No Restrictions S1 0.50 4000 IIB Type with (MS) Designation MS No Re- strictions S2 0.45 4500 V B Type with (HS) Designation HS Not Permitted S3 Option 1 0.45 4500 V + Pozzolan or Slag Cement C Type with (HS) Designation plus Pozzolan or Slag Cement C HS + Pozzolan or Slag Cement C Not Permitted S3 Option 2 0.4 5000 V D Type with (HS) Designation HS Not Permitted A) Alternate combinations of cementitious materials shall be permitted when tested for sulfate resistance meet- ing the criteria in section 26.4.2.2(c). B) Other available types of cement such as Type III or Type I are permitted in Exposure Classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively. C) The amount of the specific source of pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slab to be used shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria in section 26.4.2.2(c) of ACI 318. D) If Type V cement is used as the sole cementitious material, the optional sulfate resistance requirement of 0.040 percent maximum expansion in ASTM C150 shall be specified. Superficial damage may occur to the exposed surfaces of highly permeable con- crete, even though sulfate levels are relatively low. To control this risk and to resist freeze-thaw deterioration, the water-to-cementitious materials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drain- age or high-water tables. Concrete should have a total air content of 6 percent ± 1.5 percent. We advocate damp-proofing of all foundation walls and grade beams in contact with the subsoils. CONSTRUCTION OBSERVATIONS This report has been prepared for the exclusive use of Shopworks Architecture and your design team for the purpose of providing geotechnical design and construction 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 23 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 criteria for the proposed project. The information, conclusions, and recommendations presented herein are based upon consideration of many factors including, but not lim- ited to, the type of structures proposed, the geologic setting, and the subsurface condi- tions encountered. The conclusions and recommendations contained in the report are not valid for use by others. Standards of practice evolve in geotechnical engineering. The recommendations provided are appropriate for about three years. If the project is not constructed within about three years, we should be contacted to determine if we should update this report. We recommend that CTL | Thompson, Inc. provide construction observation ser- vices to allow us the opportunity to verify whether soil conditions are consistent with those found during this investigation. If others perform these observations, they must accept responsibility to judge whether the recommendations in this report remain appro- priate. GEOTECHNICAL RISK The concept of risk is an important aspect with any geotechnical evaluation pri- marily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface condi- tions. Our analysis must be tempered with engineering judgment and experience. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures will perform satisfactorily. It is critical that all recommendations in this report are followed during con- struction. Owners or property managers must assume responsibility for maintaining the structures and use appropriate practices regarding drainage and landscaping. Improve- ments after construction should be completed in accordance with recommendations provided in this report and may require additional soil investigation and consultation. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE 24 of 24 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 LIMITATIONS Our borings were spaced to obtain a reasonably accurate picture of subsurface conditions at this site. The boring is a representative of conditions encountered only at the location drilled. Subsurface variations not indicated by the boring are p ossible. We believe this investigation was conducted in a manner consistent with the level of care and skill ordinarily used by geotechnical engineers practicing under similar con- ditions. No warranty, express or implied, is made. If we can be of further service in dis- cussing the contents of this report, or in the analysis of the influence of the subsurface conditions on the design of the addition or any other aspect of the proposed construc- tion, please call. CTL | THOMPSON, INC. Abhinav Jakilati Staff Engineer Reviewed by: Erin Beach, P.E., P.G. Geotechnical Project Manager Via e-mail: chad@shopworksarc.com rieko@shopworksarc.com 5,"(# HIBDON CT E. WILLOX LN. HICKORY ST. CO L L E G E A V E . SITE MA S O N S T . | 5,"(# HIBDON COURT FL=4978.11 STM MHRIM=4979.03INV IN=4974.91 (NE)INV OUT=4974.83 (SE) 1 2 " R C P 12 " R C P STM MHRIM=4978.59INV IN=4976.04 (N)INV OUT=4976.03 (W) 12" RCP STM INLETGRT=4978.93INV IN=4976.23 (N)INV IN=4976.53 (W)INV OUT=4976.21 (S) 21 5 . 7 L F 1 2 " R C P @ 0 . 0 8 % 28.9 LF 12"RCP @ 5.47% GRT=4978.93INV OUT=4976.53 (S) 38.6 LF 12"RCP @ 0.78% FL=4975.87 FL=4975.15 13.3 LFCULVERT @ 5.4% FL=4981.61 FL=4980.15 13.1 LF CULVERT @ 11.1% OTHER ENDOF LINE NOT FOUND OTHER ENDOF LINE NOT FOUND 'NO TRESPASSING" REFLECTIVEBARRICADE "STOP" SAN MHRIM=4979.91INV IN=4973.06 (N)INV IN=4973.01 (W)INV OUT=4972.91 (S) 12" PVC 12 " P V C SAN MHRIM=4979.78INV IN=4974.83 (W)INV OUT=4974.78 (E)SAN MHRIM=4979.15INV IN=4974.43 (W)INV OUT=4974.35 (E) 331.3 LF 6" PVC @ 0.40% 70.6 LF 6" PVC @ 0.50% (R) WEST 986' (R ) S O U T H 26 2 . 8 ' (R) EAST 986' (R ) N O R T H 2 6 2 . 8 ' (R) WEST 300.00' 28.9' 19.0' (R) NORTH 60.00' (R) EAST 275.00' (R ) S O U T H 1 6 1 . 8 0 ' PARCEL 2LOT 222,632 sq. ft. 0.520 ac. PARCEL 3257,921 sq. ft. 5.921 ac. PARCEL 3257,921 sq. ft. 5.921 ac. GATE GATE GATE b1475 p941 10' UTILITY EASEMENTBK 1572 PG 322 BK 1572 PG 321 20' UTILITY EASEMENTPER PLAT OF BREWSUB. FIRST FILING UTILITY EASEMENTBK 1658 PG 746 UTILITY EASEMENTBK 1658 PG 746 ELECTRIC EASEMENTBK 1475 PG 941 ELECTRIC EASEMENTBK 1475 PG 941 RIALROAD R.O.W.AGREEMENTBK 813 PG 27 6' UTILITY EASEMENTPER PLAT OF BREWSUB. FIRST FILING RIGHT OF WAYEASEMENTBK 929 PG 30 RIGHT OF WAYBK 1743 PG 632 24' ACCESS EASEMENTREC. NO. 20140038802 FND #4 REBARNO CAP FND #4 REBARNO CAP FND #4 REBARNO CAP 1 STORYBLOCK 1STORYMETAL S S ELEC FE S M VAULT ELEC VAULT ELEC VAULT ELEC CABLE WV WV HYD h2o D CABLE D VAULT ELEC CELEC ELEC ELEC S 4980 4 9 8 1 4 9 8 1 4981 4981 4981 49 8 1 4980 498 1 4 9 8 0 49 7 7 49 7 7 49 7 8 4 9 7 8 49 7 9 4 9 8 1 49 8 2 4980 4976 4977 4978 4979 49 8 1 4981 49 8 0 4 9 7 6 49 7 7 49 7 8 49 7 9 49 8 1 49 8 1 4 9 8 0 49 7 6 4 9 7 6 49 8 0 4981 4980 4979 49 7 9 4 9 7 9 4 9 7 9 4979 4980 4978 4978 4979 49 7 9 4978 4978 4980 4980 4 9 8 1 4 9 8 1 498 0 4980 4981 4980 4982 49 8 0 49 7 9 49 8 1 49 8 2 4981 4978 49 7 9 4980 4980 4980 HIBDON CT E. WILLOX LN. HICKORY ST. CO L L E G E A V E . SITE MA S O N S T . | 5,"(# HIBDON COURT FL=4978.11 STM MHRIM=4979.03INV IN=4974.91 (NE)INV OUT=4974.83 (SE) 1 2 " R C P 12 " R C P STM MHRIM=4978.59INV IN=4976.04 (N)INV OUT=4976.03 (W) 12" RCP STM INLETGRT=4978.93INV IN=4976.23 (N)INV IN=4976.53 (W)INV OUT=4976.21 (S) 21 5 . 7 L F 1 2 " R C P @ 0 . 0 8 % 28.9 LF 12"RCP @ 5.47% GRT=4978.93INV OUT=4976.53 (S) 38.6 LF 12"RCP @ 0.78% FL=4975.87 FL=4975.15 13.3 LFCULVERT @ 5.4% FL=4981.61 FL=4980.15 13.1 LF CULVERT @ 11.1% OTHER ENDOF LINE NOT FOUND OTHER ENDOF LINE NOT FOUND 'NO TRESPASSING" REFLECTIVEBARRICADE "STOP" SAN MHRIM=4979.91INV IN=4973.06 (N)INV IN=4973.01 (W)INV OUT=4972.91 (S) 12" PVC 12 " P V C SAN MHRIM=4979.78INV IN=4974.83 (W)INV OUT=4974.78 (E)SAN MHRIM=4979.15INV IN=4974.43 (W)INV OUT=4974.35 (E) 331.3 LF 6" PVC @ 0.40% 70.6 LF 6" PVC @ 0.50% (R) WEST 986' (R ) S O U T H 26 2 . 8 ' (R) EAST 986' (R ) N O R T H 2 6 2 . 8 ' (R) WEST 300.00' 28.9' 19.0' (R) NORTH 60.00' (R) EAST 275.00' (R ) S O U T H 1 6 1 . 8 0 ' PARCEL 2LOT 222,632 sq. ft. 0.520 ac. PARCEL 3257,921 sq. ft. 5.921 ac. PARCEL 3257,921 sq. ft. 5.921 ac. GATE GATE GATE b1475 p941 10' UTILITY EASEMENTBK 1572 PG 322 BK 1572 PG 321 20' UTILITY EASEMENTPER PLAT OF BREWSUB. FIRST FILING UTILITY EASEMENTBK 1658 PG 746 UTILITY EASEMENTBK 1658 PG 746 ELECTRIC EASEMENTBK 1475 PG 941 ELECTRIC EASEMENTBK 1475 PG 941 RIALROAD R.O.W.AGREEMENTBK 813 PG 27 6' UTILITY EASEMENTPER PLAT OF BREWSUB. FIRST FILING RIGHT OF WAYEASEMENTBK 929 PG 30 RIGHT OF WAYBK 1743 PG 632 24' ACCESS EASEMENTREC. NO. 20140038802 FND #4 REBARNO CAP FND #4 REBARNO CAP FND #4 REBARNO CAP 1 STORYBLOCK 1STORYMETAL S S ELEC FE S M VAULT ELEC VAULT ELEC VAULT ELEC CABLE WV WV HYD h2o D CABLE D VAULT ELEC CELEC ELEC ELEC S 4980 4 9 8 1 4 9 8 1 4981 4981 4981 49 8 1 4980 498 1 4 9 8 0 49 7 7 49 7 7 49 7 8 4 9 7 8 49 7 9 4 9 8 1 49 8 2 4980 4976 4977 4978 4979 49 8 1 4981 49 8 0 4 9 7 6 49 7 7 49 7 8 49 7 9 49 8 1 49 8 1 4 9 8 0 49 7 6 4 9 7 6 49 8 0 4981 4980 4979 49 7 9 4 9 7 9 4 9 7 9 4979 4980 4978 4978 4979 49 7 9 4978 4978 4980 4980 4 9 8 1 4 9 8 1 498 0 4980 4981 4980 4982 49 8 0 49 7 9 49 8 1 49 8 2 4981 4978 49 7 9 4980 4980 4980 | 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 APPENDIX A LABORATORY TEST RESULTS 5,"(# EL E V A T I O N - F E E T SUMMARY LOGS OF EXPLORATORY BORINGSDENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE FIG. A-1 4,940 4,945 4,950 4,955 4,960 4,965 4,970 4,975 4,980 4,985 4,940 4,945 4,950 4,955 4,960 4,965 4,970 4,975 4,980 4,985 EL E V A T I O N - F E E T WC=17.7DD=108SW=1.7 WC=25.6DD=96SW=0.0 TH-1 El. 4980.3 10/12 7/12 50/12 50/3 50/1 24/12 16/12 50/9 50/1 50/2 50/1 50/1 WC=16.1DD=113SW=3.1 WC=11.3-200=3 TH-2 El. 4980.9 18/12 36/12 50/9 50/2 50/1 WC=17.9DD=113SW=2.2 TH-3 El. 4980.3 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10520-125-R1 DRAFT 4,940 4,945 4,950 4,955 4,960 4,965 4,970 4,975 4,980 4,985 4,940 4,945 4,950 4,955 4,960 4,965 4,970 4,975 4,980 4,985 EL E V A T I O N - F E E T EL E V A T I O N - F E E T SUMMARY LOGS OF EXPLORATORY BORINGSDENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE FIG. A-2 13/12 17/12 WC=6.3DD=96LL=25 PI=11-200=58 20/12 P-1 El. 4981.5 WC=15.0DD=112UC=6,863 WC=17.7DD=112SW=1.8SS=0.20 WC=12.8DD=102LL=37 PI=21-200=75 15/12 27/12 WC=11.8DD=111SW=6.6SS=0.80 P-2 El. 4980.3 WC=15.0DD=109UC=5,544 7/12 15/12 32/12 P-3 El. 4979.9 WC=11.0DD=106LL=30 PI=16-200=81 WC=16.5DD=109SW=2.1SS=0.64 19/12 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10520-125-R1 DRAFT INDICATES DEPTH WHERE HOLE CAVED. 1. WATER LEVEL MEASURED AFTER DRILLING ON AUGUST 31, 2022. 3. 2. DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE FIG. A-3 4,940 4,945 4,950 4,955 4,960 4,965 4,970 4,975 4,980 4,985 4,940 4,945 4,950 4,955 4,960 4,965 4,970 4,975 4,980 4,985 EL E V A T I O N - F E E T EL E V A T I O N - F E E T SUMMARY LOGS OF EXPLORATORY BORINGS LEGEND: BULK SAMPLE COLLECTED FROM AUGER CUTTINGS. DRIVE SAMPLE. THE SYMBOL 10/12 INDICATES 10 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES. WATER LEVEL MEASURED AT TIME OF DRILLING. CLAYSTONE, MOIST, VERY HARD, GREY THE BORINGS WERE DRILLED ON AUGUST 18TH, 2022 USING 4-INCH DIAMETER CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG. NOTES: CLAY, SANDY AND/OR SILTY, SLIGHTLY MOIST TO WET, MEDIUM STIFF TO VERY STIFF, BROWN (CL) BORING LOCATIONS AND ELEVATIONS ARE APPROXIMATE AND WERE DETERMINED BY A REPRESENTATIVE OF OUR FIRM USING A LEICA GS18 GPS UNITREFERENCINGTHENORTHAMERICAN DATUM OF 1983 (NAD 83). INDICATES MOISTURE CONTENT (%). INDICATES DRY DENSITY (PCF). INDICATES SWELL WHEN WETTED UNDER APPROXIMATE OVERBURDEN PRESSURE (%). INDICATES COMPRESSION WHEN WETTED UNDER APPROXIMATE OVERBURDEN PRESSURE (%). INDICATES LIQUID LIMIT. INDICATES PLASTICITY INDEX. INDICATES PASSING NO. 200 SIEVE (%). INDICATES UNCONFINED COMPRESSIVE STRENGTH (psf). INDICATES WATER-SOLUBLE SULFATE CONTENT (%). 4. SAND, GRAVELLY, CLEAN TO SLIGHTLY SILTY, WET, MEDIUM DENSE TO VERY DENSE, BROWN (SP) WC DD SW COM LL PI -200 UC SS - - - - - - - - - THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS REPORT. WC=14.5DD=103LL=44 PI=24-200=91 WC=3.1-200=7 19/12 30/12 44/12 D-1 El. 4980.4 WC=7.0DD=98-200=73 14/12 WC=4.4-200=7 9/12 44/12 7/12 D-2 El. 4976.3 WC=15.0DD=97-200=82 WC=10.0DD=105-200=84 25/12 WC=4.9-200=5 10/12 24/12 50/8 D-3 El. 4981.6 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10520-125-R1 ,LCHA DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 APPENDIX B SUMMARY OF LABORATORY TEST RESULTS AND TABLE B-I 5,"(# DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT DRAFT UNCONFINED PASSING WATER- MOISTURE DRY LIQUID PLASTICITY APPLIED COMPRESSIVE NO. 200 SOLUBLE MAXIMUM OPTIMUM DEPTH CONTENT DENSITY LIMIT INDEX SWELL* PRESSURE STRENGTH SIEVE SULFATES DENSITY MOISTURE BORING (FEET)(%)(PCF)(%)(PSF)(PSF)(%)(%)(PCF)(%)DESCRIPTION Bulk-1 109.0 16.0 #N/A D-1 2 7.0 98 73 CLAY, SANDY (CL) D-1 4 14.5 103 44 24 91 CLAY, SANDY (CL) D-1 14 3.1 7 SAND, GRAVELLY (SP) D-2 2 15.0 97 82 CLAY, SANDY (CL) D-2 4 4.4 7 SAND, GRAVELLY (SP) D-3 2 10.0 105 84 CLAY, SANDY (CL) D-3 9 4.9 5 SAND, GRAVELLY (SP) P-1 2 6.3 96 25 11 58 CLAY, SANDY (CL) P-1 4 17.7 112 1.8 500 0.20 CLAY, SANDY (CL) P-2 2 11.8 111 6.6 150 0.80 CLAY, SANDY (CL) P-2 4 12.8 102 37 21 75 CLAY, SANDY (CL) P-3 2 11.0 106 30 16 81 CLAY, SANDY (CL) P-3 4 16.5 109 2.1 500 0.64 CLAY, SANDY (CL) P-1 0-4 15.0 112 6,863 CLAY, SANDY (CL) P-2 0-4 15.0 109 5,544 CLAY, SANDY (CL) TH-1 4 17.7 108 1.7 500 CLAY, SANDY (CL) TH-1 9 25.6 96 0.0 1,100 CLAY, SANDY (CL) TH-2 4 16.1 113 3.1 500 CLAY, SANDY (CL) TH-2 9 11.3 3 SAND, GRAVELLY (SP) TH-3 4 17.9 113 2.2 500 CLAY, SANDY (CL) SWELL TEST RESULTS*ATTERBERG LIMITS STD. PROCTOR (ASTM D698) Page 1 of 1 TABLE B-I SUMMARY OF LABORATORY TESTING * NEGATIVE VALUE INDICATES COMPRESSION. DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10520-125-R1 2RFSI DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 APPENDIX C FLEXIBLE AND RIGID PAVEMENT MATERIALS, CONSTRUCTION AND MAINTENANCE GUIDELINES 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-1 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 MATERIAL GUIDELINES FOR FLEXIBLE AND RIGID PAVEMENTS Aggregate Base Course (ABC) 1. A Class 5 or 6 Colorado Department of Transportation (CDOT) specified ag- gregate base course should be used. A recycled concrete alternative which meets the Class 5 or 6 designation is also acceptable. 2. Aggregate base course should have a minimum Hveem stabilometer value of 78. Aggregate base course or recycled concrete material must be moisture stable. The change in R-value from 300 psi to 100 psi exudation pressure should be 12 points or less. 3. Aggregate base course or recycled concrete should be laid in thin lifts not to exceed 6 inches, moisture treated to within 2 percent of optimum moisture content, and compacted to at least 95 percent of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). The material should be placed without segregation. 4. Placement and compaction of aggregate base course or recycled concrete should be observed and tested by a representative of our firm. Placement should not commence until the underlying subgrade is properly prepared and tested. Hot-Mix Asphalt (HMA) 1. HMA should be composed of a mixture of aggregate, filler, hydrated lime and asphalt cement. Mixes shall be designed with 1 percent lime. Some mixes may require polymer modified asphalt cement, or make use of up to 20 per- cent reclaimed asphalt pavement (RAP). A project mix design is recom- mended and periodic checks on the project site should be made to verify com- pliance with specifications. 2. HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. 3. Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieves) should be avoided. A gradation with a nominal maxi- mum size of 1 or 2 inches developed on the fine side of the maximum density line should be used. 4. Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of about 4 percent. The mixture should have a minimum VMA of 14 percent and between 65 percent and 80 percent of voids filled. 5. Asphalt cement should be PG 58-28 for local streets and PG 64-22 for collec- tors and arterials. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-2 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 6. Hydrated lime should be added at the rate of 1 percent by dry weight of the aggregate and should be included in the amount passing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. 7. Paving should only be performed when subgrade temperatures are above 40°F and air temperature is at least 40°F and rising. 8. HMA should not be placed at a temperature lower than 245°F for mixes con- taining PG 58-28 and PG 64-22 asphalt, and 290°F for mixes containing poly- mer modified asphalt. The breakdown compaction should be completed be- fore the mixture temperature drops 20°F. 9. The maximum compacted lift should be 3 inches and joints should be stag- gered. No joints should be placed within wheel paths. 10. HMA should be compacted to between 92 and 96 percent of Maximum Theo- retical Density. The surface shall be sealed with a finish roller before the mix cools to 185°F. 11. Placement and compaction of HMA should be observed and tested by a rep- resentative of our firm. Placement should not commence until the subgrade is properly prepared, tested and proof-rolled. Portland Cement Concrete (PCC) 1. Portland cement concrete should meet CDOT Class P concrete and have a minimum compressive strength of 4,500 psi at 28 days and a minimum modu- lus of rupture (flexural strength) of 600 psi. A job mix design is recommended and periodic checks on the job site should be made to verify compliance with specifications. 2. Portland cement should be Type II “low alkali” and should conform to ASTM C 150. Portland cement should conform to ASTM C 150. 3. Portland cement concrete should not be placed when the subgrade or air tem- perature is below 40oF. 4. Free water should not be finished into the concrete surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended when- ever the concrete surface becomes difficult to finish. 5. Curing of the portland cement concrete should be accomplished by the use of a curing compound. The curing compound should be applied in accordance with manufacturer recommendations. 6. Curing procedures should be implemented, as necessary, to protect the pave- ment against moisture loss, rapid temperature change, freezing, and mechani- cal injury. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-3 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 7. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or sawed after the concrete has begun to set, but prior to uncontrolled cracking. 8. All joints should be properly sealed using a rod back-up and approved epoxy sealant. 9. Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent of the design strength, with saw joints already cut. 10. Placement of portland cement concrete should be observed and tested by a representative of our firm. Placement should not commence until the subgrade is properly prepared and tested. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-4 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 FLEXIBLE PAVEMENT CONSTRUCTION GUIDELINES Experience has shown that construction methods can significantly affect the life and serviceability of a pavement system. A site-specific mix design is recommended and periodic checks during the project should be made to verify compliance with specifications. We rec- ommend the proposed pavement be constructed in the following manner: 1. The subgrade should be stripped of organic matter, scarified, moisture condi- tioned and compacted. Subgrade soils should be moisture conditioned to within 2 percent of optimum moisture content, and compacted to at least 95 percent of maximum modified Proctor dry density (ASTM D 1557). 2. Utility trenches and all subsequently placed fill should be moisture condi- tioned, compacted, and tested prior to paving. As a minimum, fill should be compacted to 95 percent of maximum standard Proctor dry density. 3. After final subgrade elevation has been reached and the subgrade com- pacted, the resulting subgrade should be checked for uniformity and all soft or yielding materials should be replaced prior to paving. Concrete should not be placed on soft, spongy, frozen, or otherwise unsuitable subgrade. 4. If areas of soft or wet subgrade are encountered, the material should be sub- excavated and replaced with properly compacted structural backfill. Where ex- tensively soft, yielding subgrade is encountered, we recommend the excava- tion be inspected by a representative of our office. 5. Aggregate base course should be laid in thin, loose lifts no more than 6 inches, moisture treated to within 2 percent of optimum moisture content, and compacted to at least 95 percent of modified Proctor maximum dry density (ASTM D 1557). 6. Asphaltic concrete should be hot plant-mixed material compacted to between 92 and 96 percent of maximum Theoretical density. The temperature at laydown time should be at least 245F. The surface shall be sealed with a fin- ish roller prior to the mix cooling to 185F. 7. The maximum compacted lift should be 3 inches and joints should be stag- gered. No joints should be within wheel paths. 8. Paving should only be performed when subgrade temperatures are above 40F and air temperature is at least 40F and rising. 9. Subgrade preparation and placement and compaction of all pavement mate- rial should be observed and tested. Compaction criteria should be met prior to the placement of the next paving lift. The additional requirements of the Lar- imer County Urban Area Street Standards should apply. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-5 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 RIGID PAVEMENT CONSTRUCTION GUIDELINES Rigid pavement sections are not as sensitive to subgrade support characteristics as flexible pavement. Due to the strength of the concrete, wheel loads from traffic are distributed over a large area and the resulting subgrade stresses are relatively low. The critical factors affecting the performance of a rigid pavement are the strength and quality of the concrete, and the uniformity of the subgrade. We recommend subgrade preparation and construction of the rigid pavement section be completed in accordance with the following recommenda- tions: 1. The subgrade should be stripped of organic matter, scarified, moisture condi- tioned and compacted. Subgrade soils should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum modified Proctor dry density (ASTM D 1557). 2. After final subgrade elevation has been reached and the subgrade com- pacted, the resulting subgrade should be checked for uniformity and all soft or yielding materials should be replaced prior to paving. Concrete should not be placed on soft, spongy, frozen, or otherwise unsuitable subgrade. 3. The subgrade should be kept moist prior to paving. 4. Curing procedures should protect the concrete against moisture loss, rapid temperature change, freezing, and mechanical injury for at least 3 days after placement. Traffic should not be allowed on the pavement for at least one week. 5. Curing of the portland cement concrete should be accomplished by use of a curing compound in accordance with manufacturer recommendations. 6. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or should be sawed shortly after the concrete has begun to set, but prior to uncontrolled cracking. All joints should be sealed. 7. Construction control and inspection should be performed during the subgrade preparation and paving procedures. Concrete should be carefully monitored for quality control. The additional requirements of the Larimer County Urban Area Street Standards should apply. The design sections are based upon 10-year and 20-year periods. Experience in the Denver area indicates virtually no maintenance or overlays are necessary for a 20-year de- sign period. We believe some maintenance and sealing of concrete joints will help pavement performance by helping to keep surface moisture from wetting and softening or heaving sub- grade. To avoid problems associated with scaling and to continue the strength gain, we rec- ommend deicing salts not be used for the first year after placement. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-6 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 MAINTENANCE GUIDELINES FOR FLEXIBLE PAVEMENTS A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. Annual Preventive Maintenance • Visual pavement evaluations should be performed each year. • Reports documenting the progress of distress should be kept current to pro- vide information on effective times to apply preventive maintenance treat- ments. • Crack sealing should be performed annually as new cracks appear. 3 to 5-Year Preventive Maintenance • The owner should budget for a preventive treatment (e.g. chip seal, fog seal, slurry seal) at approximate intervals of 3 to 5 years to reduce oxidative embrit- tlement problems. 5 to 10-Year Corrective Maintenance • Corrective maintenance (e.g. full-depth patching, milling and overlay) may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. 5,"(# DENVER RESCUE MISSION C/O SHOPWORKS ARCHITECTURE C-7 HIBDON/MASON 24/7 SHELTER CTL|T PROJECT NO. FC10,520.000-125-R1 MAINTENANCE GUIDELINES FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth, polished surfaces. Preven- tive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. Annual Preventive Maintenance • Visual pavement evaluations should be performed each spring or fall. • Reports documenting the progress of distress should be kept current to pro- vide information of effective times to apply preventive maintenance. • Crack sealing should be performed annually as new cracks appear. 4 to 8 Year Preventive Maintenance • The owner should budget for a preventive treatment at approximate intervals of 4 to 8 years to reduce joint deterioration. • Typical preventive maintenance for rigid pavements includes patching, crack sealing and joint cleaning and sealing. • Where joint sealants are missing or distressed, resealing is mandatory. 15 to 20 Year Corrective Maintenance • Corrective maintenance for rigid pavements includes patching and slab re- placement to correct subgrade failures, edge damage and material failure. • Asphalt concrete overlays may be required at 15 to 20 year intervals to im- prove the structural capacity of the pavement. 5,"(#