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HomeMy WebLinkAboutPitkin.EH.264328203001 (2020) ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd· Aspen, CO · 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0005.2020.POWT Parcel ID #: 2643-282-03-001 Permit Issued: NEW REPAIR REMODEL/ADDITION TANK ONLY FIELD ONLY AMENDMENT Owner(s): Allan Brodsky Property Address: 91 Solar Way Legal Description: Size of Lot: Acres Detached Accessory Unit: YES NO Size of Building: Sq. Ft. Size of Accessory Unit: Sq. Ft. This system was originally designed to serve 3 bedrooms Designed By: N/A Project #: Dated: Phone #: Mailing Address: Fax #: Email Address: Perc Rate: N/A Profile Hole Depth: N/A Depth to Groundwater or Bedrock:  Minimum Tank Capacity: 1000 gallons Minimum Absorption Area: ft2 Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This permit is to replace the current tank and relocate it as part of remodel to the residence. The current tank must be pumped prior to being either removed or crushed in place. A 1000 gallon, 2 compartment concrete tank will be used. Because the tank location is in the driveway the lid and risers must be traffic rated. An effluent filt er is required in the outlet of the tank. A 2-way cleanout is required between the home and tank. This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as -built" letter to this Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the syst em by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as-built" drawing must be submitted and approved by EH before final approval of the system will be issued. Issued By: Bryan Daugherty Date: 3/6/20 Expires: 3/6/21 Installer: License #: Reactivation Authorized by: Final Approval Issued By: Date: New Expiration Date: EH GENERAL NOTES A) THE AIA DOCUMENT 201, "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION", 1987, ARE HEREBY MADE A PART OF THESE CONTRACT DOCUMENTS. COPIES ARE ON FILE AND ARE AVAILABLE FOR INSPECTION AT THE OFFICES OF THE ARCHITECT. B) THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT, THE GENERAL NOTES, THE SPECIFICATIONS, AND THE DRAWINGS, WHICH ARE COOPERATIVE AND CONTINUOUS. WORK INDICATED OR REASONABLY IMPLIED IN ANY ONE OF THE DOCUMENTS SHALL BE SUPPLIED AS THOUGH FULLY COVERED IN ALL. ANY DISCREPANCY BETWEEN THE DIFFERENT PARTS SHOULD BE REPORTED TO THE ARCHITECT IMMEDIATELY. C) ALL WORK SHALL COMPLY WITH ALL STATE AND LOCAL CODES AND ORDINANCES, AND SHALL BE PERFORMED TO THE HIGHEST STANDARDS OF CRAFTSMANSHIP BY JOURNEYMEN OF THE APPROPRIATE TRADES. GENERALLY, ALL MATERIALS TO BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, UNLEESS OTHERWISE REGULATED OR SPECIFIED BY ARCHITECT OR GOVERNING BODIES. D) THESE DOCUMENTS ARE INTENDED TO INCLUDE ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES REQUIRED TO COMPLETE ALL WORK DESCRIBED HEREIN. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO BEING TO THE ATTENTION OF THE OWNER ANY CONDITIONS WHICH WILL NOT PERMIT CONSTRUCTION ACCORDING TO THE INTENTIONS OF THESE DOCUMENTS. IT IS THE RESPONSIBILITY OF THE OWNER TO PROVIDE DETAILS AND/OR DIRECTIONS REGARDING DESIGN INTENT WHERE IT IS ALTERED BY EXISTING CONDITIONS OR WHERE NEGLECTED IN THE DOCUMENTS. E) ANY MATERIALS PROPOSED FOR SUBSTITUTION OF THOSE SPECIFIED OR CALLED OUT BY TRADE NAME IN THESE DOCUMENTS SHALL BE PRESENTED TO THE OWNER FOR REVIEW. THE CONTRACTOR SHALL SUBMIT SAMPLES WHEN REQUIRED BY THE OWNER. AND ALL SUCH SAMPLES SHALL BE REVIEWED BY THE OWNER BEFORE THE WORK IS PERFORMED. WORK MUST CONFORM TO THE REVIEWED SAMPLES. ANY WORK WHICH DOES NOT CONFORM SHALL BE REMOVED AND REPLACED WITH WORK WHICH CONFORMS AT THE REQUESTS AND SAMPLES FOR REVIEW THROUGH THE GENERAL CONTRACTOR'S EXPENSE. SUBCONTRACTORS SHALL SUBMIT CONTRACTOR WHEN WORK IS LET THROUGH HIM OR HER. REQUIRED VERIFICATIONS AND SUBMITTALS TO BE MADE IN ADEQUATE TIME AS NOT TO DELAY WORK IN PROGRESS. F) SHOP DRAWINGS SHALL BE SUBMITTED TO THE OWNER FOR HIS OR HER REVIEW WHERE CALLED FOR ANYWHERE IN THESE DOCUMENTS. REVIEW SHALL BE MADE BY THE OWNER BEFORE WORK IS BEGUN, AND WORK SHALL CONFORM TO THE REVIEWED SHOP DRAWINGS, SUBJECT TO REPLACEMENT AS REQUIRED IN PARAGRAPH E, ABOVE. G) THE BUILDING INSPECTOR SHALL BE NOTIFIED BY THE CONTRACTOR WHEN THERE IS NEED OF INSPECTION AS REQUIRED BY THE UNIFORM BUILDING CODE OR ANY LOCAL CODE OR ORDINANCE. H) THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY AND CARE OF ADJACENT PROPERTIES DURING CONSTRUCTION, FOR COMPLIANCE WITH FEDERAL AND STATE O.S.H.A. REGULATIONS, AND FOR THE PROTECTION OF ALL WORK UNTIL IT IS DELIVERED COMPLETED TO THE OWNER. I) ALL DIMENSIONS NOTED TAKE PRECEDENCE OVER SCALED. DIMENSIONS NOTED WITH "N.T.S." DENOTES NOT TO SCALE. DRAWINGS NOT TO BE SCALED, NOTIFY ARCHITECT OF ANY CONFLICTS OR OMISSIONS. J) CONTRACTOR SHALL VERIFY AND COORDINATE ALL OPENINGS THROUGH FLOORS, CEILINGS, AND WALLS WITH ALL ARCHITECTURAL, STRUCTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. K) CONTRACTOR WILL ASSUME RESPONSIBILITY OF ITEMS REQUIRING COORDINATION AND RESOLUTION DURING THE BIDDING PROCESS. L) THE SOILS REPORT IS PART OF THESE DOCUMENTS REFER TO HP KUMAR SOILS REPORT DATED JANUARY 2, 2019. DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN MIL L E R 91 S O L A R W A Y 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O CO N S T R U C T I O N & D E S I G N , I N C . RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-1 SCOPE OF WORK REMODEL A EXISTING 2-STORY, WOOD FRAMED, SINGLE FAMILY RESIDENCE WITH NEW ATTACHED GARAGE, ENTRY, ENLARGED REAR DECKS AND MASTER BEDROOM EXTENSION. SHEET INDEX A1 COVER SHEET A2 SITE PLAN A3 WILD FIRE MANAGEMENT PLAN A4 DEMO PLANS A5 LOWER LEVEL PLAN A6 UPPER LEVEL PLAN A7 ELEVATIONS A8 ELEVATIONS A9 SECTIONS A10 SECTIONS A11 SECTIONS A12 ROOF HEIGHTS E1 ELECTRICAL PLANS APPLICABLE CODES & APPROVALS -PITKIN COUNTY ADMINISTRATIVE DECISION No. 12-2019 -PITKIN COUNTY, MEDIUM WILDLAND FIRE CODE 7-20-60 -2015 INTERNATIONAL ENERGY CONSERVATION CODE -2006 INTERNATIONAL RESIDENTIAL CODE -2006 INTERNATIONAL BUILDING CODE -2014 NATIONAL ELECTRICAL CODE -2006 INTERNATIONAL MECHANICAL CODE -2015 INTERNATIONAL PLUMBING CODE PROJECT DATA PARCEL ID NUMBER:264328203001 LEGAL DESCRIPTION:SEE SURVEY ZONING:AR-10 SITE AREA:2.936 ACRES BLDG USE:RESIDENTIAL OCC. GROUP:SINGLE FAMILY CONST. TYPE:WOOD FRAME CLIMATE ZONE:BLDG CLIMATE ZONE WILDFIRE ZONE:MEDIUM FIRE SPRINKLERS:NOT REQUIRED WINDOW SCHEDULE MARK WIDTH HEIGHT TYPE GLAZING NOTES A 3'-4"2'-2"FIXED LOW-E B 1'-5"2'-11"FIXED LOW-E C 1'-5"2'-11"FIXED LOW-E D 2'-1"3'-11"CSMT LOW-E E 3'-11"3'-11"FIXED LOW-E F 2'-1"3'-11"CSMT LOW-E G 2'-11"3'-11"CSMT LOW-E H 11'-4"3'-11"FIXED LOW-E J 3'-5"2'-1"AWN LOW-E K 4'-5"2'-1"FIXED LOW-E L 3'-5"2'-1"AWN LOW-E M 2'-5"4'-5"CSMT LOW-E N 2'-5"4'-5"CSMT LOW-E P 1'-11"2'-11"AWN LOW-E Q 2'-1"4'-5"CSMT LOW-E R 2'-1"4'-5"CSMT LOW-E S 2'-11"1'-11"AWN LOW-E T 2'-11"1'-11"FIXED LOW-E U 2'-11"1'-11"FIXED LOW-E EXTERIOR DOOR SCHEDULE MARK WIDTH HEIGHT TYPE GLAZING NOTES 101 3'-0"8'-0"IN-SWING LOW-E 102 2'-6"6'-8"IN-SWING LOW-E 103 6'-0"6'-8"SLIDER LOW-E 104 3'-0"6'-8"IN-SWING LOW-E 202 3'-0"6'-8"IN-SWING LOW-E 203 3'-0"6'-8"IN-SWING LOW-E, SOL. 204 3'-0"6'-8"IN-SWING LOW-E, SOL. FULL LIGHT SIDE LIGHT FULL LIGHT HALF LIGHT HALF LIGHT SIDE LIGHT SIDE LIGHT AA 3'-5"3'-11"AWN LOW-E AB 6'-11"3'-11"FIXED LOW-E AC 2'-11"1'-11"AWN LOW-E AD 1'-11"2'-11"AWN LOW-E AE 1'-11"2'-11"AWN LOW-E AF 3'-11"3'-11"AWN LOW-E AG 2'-11"3'-11"CSMT LOW-E AH 2'-11"3'-11"CSMT LOW-E AI 5'-11"3'-11"FIXED LOW-E, SOL. AJ 4'-5"3'-11"AWN LOW-E, SOL. AK 5'-11"2'-5"FIXED LOW-E, SOL. AL 4'-5"2'-5"AWN LOW-E, SOL. AS 4'-11"3'-5"AWN LOW-E, SOL. AT 4'-11"3'-5"FIXED LOW-E, SOL. AU 4'-5"3'-11"AWN LOW-E, SOL. AV 4'-5"3'-11"FIXED LOW-E, SOL. AW 4'-5"3'-11"AWN LOW-E, SOL. AX 4'-5"3'-11"AWN LOW-E AY 3'-11"2'-11"FIXED LOW-E AZ 3'-11"2'-11"FIXED LOW-E ADD OPTIONAL EGRESS HARDWARE ADD OPTIONAL EGRESS HARDWARE VERIFY EXIST. HEADER AND MULL STANDARD UNIT SIZES ADD OPTIONAL EGRESS HARDWARE ADD OPTIONAL EGRESS HARDWARE MULL TO ADJACENT MULL TO ADJACENT VERIFY EXIST. WINDOW R.O. VERIFY EXIST. WINDOW R.O. INTERIOR DOOR SCHEDULE MARK WIDTH HEIGHT TYPE HARDWARE NOTES 102 2'-8"8'-0"2-PANEL 105 2'-8"6'-8" 106 2'-6"6'-8" 107 2'-8"6'-8" 20 MIN. FIRE RATED SC DR W/ THRESH, SEAL & CLOSER 20 MIN. FIRE RATED SC DR W/ THRESH, SEAL & CLOSER2-PANEL 2-PANEL 2-PANEL 108 2'-6"6'-8" 109 2'-0"6'-8" 2-PANEL 2-PANEL 110 2'-4"6'-8" 111 2'-4"6'-8" 2-PANEL 2-PANEL 112 2'-6"6'-8" 113 2'-6"6'-8" 2-PANEL 2-PANEL 114 2'-0"6'-8" 115 2'-6"6'-8" 2-PANEL 2-PANEL 116 2'-4"6'-8"2-PANEL 120 18'-0"8'-0"4-PANEL ALUM. INSULATED W/ INT. AND EXT. KEY PADINSUL. BY MFG 201 3'-0"8'-0"2-PANEL 205 3'-0"6'-8" 206 2'-8"6'-8" 207 2'-6"6'-8" 2-PANEL 2-PANEL 2-PANEL 208 2'-4"6'-8" 209 2'-6"6'-8" 2-PANEL 2-PANEL 210 2'-4"6'-8"2-PANEL 211 2'-4"6'-8"2-PANEL INTERIOR DOOR NOTES: 1) ALL INTERIOR DOORS TO BE 13 4" SOLID CORE 2) DOOR STYLE T.B.D. WINDOW AND EXTERIOR DOOR NOTES: 1) ALL WINDOWS AND DOORS TO MEET 2015 UNIFORM ENERGY CODE. 2) WINDOWS AND DOORS MARKED (SOL) TO RECEIVE UPGRADED SOLAR GLAZING. 3) ALL GLAZING TO BE TEMPERED PER PITKIN COUNTY MEDIUM WILDLAND FIRE REQUIREMENTS. 4) ALL DOORS TO BE MIN. 13 4" THICK PER PITKIN COUNTY MEDIUM WILDLAND FIRE REQUIREMENTS. 5) SPACER BAR TO BE MIN. OF LIGHT ANODIZED BRONZE OR APPLIED EQUAL, PROVIDE SAMPLE TO ARCHITECT. 6) ALL FIXED WINDOWS TO BE SASH SET TO MATCH OPERABLE UNITS. 7) EXTERIOR FRAME TO BE METAL CLAD OR EXTRUDED ALUMINUM. PRICE FROM STANDARD COLOR PALLET. 8) UNIT SIZES ARE BASED ON PELLA STANDARD FRAME SIZES. ALL OTHER BIDDERS TO ROUND UP TO THEIR STANDARD FRAME SIZE (SOME UNITS ARE CUSTOM). REVIEW CHANGES WITH ARCHITECT. 9) VERIFY ALL ROUGH OPENINGS LABELED EXISTING HEADER PRIOR TO ORDERING, TYPICAL. 91 SOLAR WAY BRUSH CREEK VILLAGE PITKIN COUNTY, COLORADO LOWER LEVEL STAIR CLST 2 BEDRM #2 FAMILY RM BEDRM #3 LNDRY B2 LINHALL OFFICE MUD RM MECH CLST 3 WOOD DECK PATIO A B BA C C D D E E 2 2 3 3 4 4 6 6 5 5 1 1 MCLST M. BED RM KITCHEN LIVING RM ENTRY WOOD DECK DINING RM HALL 2 2 1 1 BA C D E 2 2 3 3 4 4 6 6 5 5 1 1 BA C D E UPPER LEVEL FLOOR AREA SUMMARY EXIST FLOOR AREA LOWER LVL = 1,392 SF NEW FLOOR AREA LOWER LVL = 1,639 SF EXIST FLOOR AREA UPPER LVL = 1,392 SF NEW FLOOR AREA UPPER LVL = 1,800 SF NEW GARAGE AREA = 612 SF NEW TOTAL AREA = 4,051 SF DECK AREA IN EXCESS OF 8FT. = 787 SF NEW TOTAL AREA W/ EXCESS DECK = 4,838 SF SCALE: 1/8" = 1'-0" SCALE: 1/8" = 1'-0" CO V E R S H E E T GARAGE ENTRY B3 STAIR PDR MBATH STAIR 201 16'-0"8'-0"SGD LOW-E FULL LIGHT DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN MIL L E R 91 S O L A R W A Y 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O CO N S T R U C T I O N & D E S I G N , I N C . RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-2 SI T E P L A N 91 SOLAR WAY PROPOSED DRIVEWAY ALL WEATHER SURFACE NEW ENLARGED DECK SITE PLAN 1"=10' NEW SEDIMENT CONTROL FENCE NEW SEDIMENT CONTROL FENCE EXISTING SEPTIC TANK TO BE REMOVED NEW ENLARGED DECK DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN MIL L E R 91 S O L A R W A Y 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O CO N S T R U C T I O N & D E S I G N , I N C . RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-3 WI L D F I R E M A N A G E M E N T P L A N WILD FIRE MANAGEMENT PLAN 1"=20' 91 SOLAR WAY EXISTING RESIDENCE ACTIVITY ENVELOPE LIMITS NEW HEAVY TIMBER DECKS PER MEDIUM FIRE CODE 07-20-60 NEW 2-CAR GARAGE AND ENTRY ADDITION HYD HYD PROPOSED DRIVEWAY. ALL WEATHER SURFACE. 30 FT DEFENSIBLE SPACE (TYP.) 30 FT DEFENSIBLE SPACE (TYP.) DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O MIL L E R CO N S T R U C T I O N & D E S I G N , I N C . 91 S O L A R W A Y RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-6 FX AZ FX AB 101 AC FX FX FX AS A7 FXFX FX D E 104 H J K L FX FX 103 WIRE RAILING SYSTEM NOTE ALL EXTERIOR WALLS TO MEET UL DESIGN NO. V311 OF LOUISANNA PACIFIC (LP) SIDING ON LP FLAMEBLOCK PLUS ON EXISTING WD SHEATHING WITH R-25 PERSCRIPTIVE INSULATION AND 5/8" TYPE-X GYP BD INTERIOR REMOVE EXISTING CHIMNEY BOX FINISHED GRADE 8' - 7 " 8' 116'-7" 100'-0" 108'-7" T.O. PLATE T.O. SUB-FLR T.O. SUB-FLR 98'-2" T.O. GARAGE SLAB 106''-10" T.O. GARAGE PLATE 8' - 7 " 8' 116'-7" 100'-0" 108'-7" T.O. PLATE T.O. SUB-FLR T.O. SUB-FLR 98'-2" T.O. GARAGE SLAB 106''-10" T.O. GARAGE PLATE DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN MIL L E R 91 S O L A R W A Y 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O CO N S T R U C T I O N & D E S I G N , I N C . RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-7 NORTH ELEVATION 1 4"=1'-0" SOUTH ELEVATION FX AZ NOTE ALL EXTERIOR WALLS TO MEET UL DESIGN NO. V311 OF LOUISANNA PACIFIC (LP) SIDING ON LP FLAMEBLOCK PLUS ON EXISTING WD SHEATHING WITH R-25 PERSCRIPTIVE INSULATION AND 5/8" TYPE-X GYP BD INTERIOR 1 4"=1'-0" FINISHED GRADE 4 12 4 12 EL E V A T I O N S 201 CABLE RAILING SYSTEM 203 102 FX FX FX AU AV M N NEW GAS FIRED FIREPLACE FLUES NEW GAS FIRED FIREPLACE FLUES EXISTING ROOF TO BE REMOVED EXISTING ROOF NEW ROOF NOTE ALL EXTERIOR WALLS TO MEET UL DESIGN NO. V311 OF LOUISANNA PACIFIC (LP) SIDING ON LP FLAMEBLOCK PLUS ON EXISTING WD SHEATHING WITH R-25 PERSCRIPTIVE INSULATION AND 5/8" TYPE-X GYP BD INTERIOR REMOVE EXISTING CHIMNEY BOX REMOVE EXISTING CHIMNEY BOX 8' - 7 " 8' 116'-7" 100'-0" 108'-7" T.O. PLATE T.O. SUB-FLR T.O. SUB-FLR 98'-2" T.O. GARAGE SLAB 106''-10" T.O. GARAGE PLATE 8' - 7 " 8' 116'-7" 100'-0" 108'-7" T.O. PLATE T.O. SUB-FLR T.O. SUB-FLR 98'-2" T.O. GARAGE SLAB 106''-10" T.O. GARAGE PLATE DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN MIL L E R 91 S O L A R W A Y 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O CO N S T R U C T I O N & D E S I G N , I N C . RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-8 EAST ELEVATION WEST ELEVATION NOTE ALL EXTERIOR WALLS TO MEET UL DESIGN NO. V311 OF LOUISANNA PACIFIC (LP) SIDING ON LP FLAMEBLOCK PLUS ON EXISTING WD SHEATHING WITH R-25 PERSCRIPTIVE INSULATION AND 5/8" TYPE-X GYP BD INTERIOR 1 4"=1'-0" FINISHED GRADE 6 12 6 12 6 12 6 12 6 12 6 12 3 12 3 12 1 4"=1'-0" FINISHED GRADE 3 12 3 12 EXISTING ROOF TO BE REMOVED 6 12 EL E V A T I O N S 10-25-19 SE C T I O N S 10-25-19 10-25-19 DE S C R I P T I O N DA T E RE V . JOB NO. DESIGNED DATE CHECKED DRAWN MIL L E R 91 S O L A R W A Y 10-25-19BJM AWM 2019-116 BR U S H C R E E K V I L L A G E , C O CO N S T R U C T I O N & D E S I G N , I N C . RE S I D E N T I A L R E N O V A T I O N 10-25-19 A-12 RO O F H E I G H T S PROPOSED DRIVEWAY ALL WEATHER SURFACE ROOF HEIGHTS 1"=10' 2/12/2020 Pitkin County Mail - Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application https://mail.google.com/mail/u/0?ik=c2c72bb885&view=pt&search=all&permmsgid=msg-f%3A1658366647174103753&simpl=msg-f%3A16583666471…1/3 Bryan Daugherty <bryan.daugherty@pitkincounty.com> Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application noreply@civicplus.com <noreply@civicplus.com>Wed, Feb 12, 2020 at 2:07 PM To: schuyler.clay@pitkincounty.com, ehapps@pitkincounty.com Septic (OWTS) Construction/Repair Permit Application Job Parcel ID 2643-282-03-001 Physical Address 91 Solar Way System Type OWTS (Septic) Type of Permit Existing System Repair Application Residences 1 Repair Type Tank Only No. of Bedrooms 3 Lot 10 Block 3 Filing 1 Subdivision Brush Creek Village Is this a multi-family structure? No Lot Size 2.936 acres Living Area Square Footage 4,051 (Section Break) Uploads Site Plan 38. Civil Plans 10-22-2019.pdf Building Floor Plans 38. Architectural Set 11-4-19.pdf System Design 28. Soils Report.pdf Additional Reports, etc.28. Soils Report.pdf (Section Break) Primary Contact Information Primary Contact First Name Andrew Primary Contact Last Name Miller Construction & Design 2/12/2020 Pitkin County Mail - Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application https://mail.google.com/mail/u/0?ik=c2c72bb885&view=pt&search=all&permmsgid=msg-f%3A1658366647174103753&simpl=msg-f%3A16583666471…2/3 (Or Company Name) Primary Contact Email Address amiller@mcdfla.com Primary Contact Address 2255 Glades Rd. Suite 324A Primary Contact Phone Number 5619882637 Primary Contact City Boca Raton Primary Contact State FL Primary Contact Zip 33431 (Section Break) Primary Contact Information (If other than Owner) Primary Contact is Owner?No Owner First Name Allan Owner Last Name (Or Company Name) Brodsky Owner Email Address abrodsky@brodskyandassociates.com Owner Mailing Address 91 Solar Way Owner City Aspen Owner State CO Owner Zip 81611 Owner Phone 9544443448 Owner Fax 9543709710 Indicate Preferred Method of Payment Debit/Credit Card Payment Contact Email for Debit/Credit Payment abrodsky@brodskyandassociates.com (Section Break) Designer Information Primary Contact is Designer?No Designer First Name Brian Designer Last Name Maskol Designer Phone Number 7722850572 Designer Email Address brian@sdfgroupinc.com Designer Mailing Address 725 SE Port St. Lucie Blvd. 2/12/2020 Pitkin County Mail - Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application https://mail.google.com/mail/u/0?ik=c2c72bb885&view=pt&search=all&permmsgid=msg-f%3A1658366647174103753&simpl=msg-f%3A16583666471…3/3 Designer City Port Saint Lucie Designer State FL Designer Zip 34984 (Section Break) PLEASE READ BEFORE SELECTING SUBMIT: By selecting SUBMIT, I certify that I am the owner or representative with the legal authority to agree to the conditions of this permit, the above information is complete and accurate, and that I have provided complete and accurate information in all of the documents included in my application package. I acknowledge that this department may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. Building Permit Instructions If this application is part of a building permit application, please bring a copy of this application to your building Pre-Submittal meeting. To get a copy, either enter your email address to receive a copy of your application, or select "Submit and Print" below. Email not displaying correctly? View it in your browser. H - P KU MAR 5020 County Road 01 '� Glenwood Springs, CO 81601 Geotechnical Engineering I Engineering Geology Phone: (970) 945-7988 Materials Testing I Environmental Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED ADDITION LOT 10, BLOCK 3, FILING 1 BRUSH CREEK VILLAGE 91 SOLAR WAY PITKIN COUNTY, COLORADO PROJECT NO.18-7-736 JANUARY 2, 2019 PREPARED FOR: ALLAN BRODSKY C/O BRODSKY & ASSOCIATES 21801 BISCAYNE BOULEVARD, SUITE 403 AVENTURA, FLORIDA 33180 (abrodskv(u),brodskyandassociates.com) TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY........................................................................................ 1 - PROPOSED CONSTRUCTION................................................................................................- 1 - SITECONDITIONS...................................................................................................................- 1 - FIELD EXPLORATION............................................................................................................. 2- SUBSURFACE CONDITIONS.................................................................................................. 2- FOUNDATION BEARING CONDITIONS............................................................................... 3 - DESIGN RECOMMENDATIONS............................................................................................. 3 - FOUNDATIONS.................................................................................................................... - 3- FOUNDATION AND RETAINING WALLS....................................................................... - 4- FLOORSLABS......................................................................................................................- 5 - UNDERDRAIN SYSTEM..................................................................................................... - 6- STEEPSLOPE........................................................................................................................ - 6- SITEGRADING.....................................................................................................................- 7- SURFACEDRAINAGE.........................................................................................................- 7- LIMITATIONS...........................................................................................................................- 8- FIGURE 1 - LOCATION OF EXPLORATORY BORING FIGURE 2 — LOG OF EXPLORATORY BORING FIGURES 3 and 4 - SWELL -CONSOLIDATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS Project No. 18-7-736 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed addition to the residence located on Lot 10, Block 3, Filing 1, Brush Creek Village, 91 Solar Way, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to Allan Brodsky dated December 11, 2018. A field exploration program consisting of an exploratory boring was conducted to obtain information on the subsurface conditions. Samples of the subsoils and bedrock obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building addition foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed addition will be a 2 story structure with garage at the lower level and attached to the residence as shown on Figure 1. Ground floor will be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths up to about 10 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. Realignment of the driveway could require retaining of the hillside cut. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The subject site was developed with a 2 story residence at the time of our field exploration. The ground surface is sloping down to the east at a grade between 5 to 10% in the driveway and Project No. 18-7-736 -2- landscaped areas and around 35% across the lot. Elevation difference across the lot is about 25 feet and across the building addition or driveway cut area is about 10 feet. Vegetation consists of lawn grass in the yard and scruboak, sagebrush, and grass and weeds on the surrounding slopes. There was between 4 and 6 inches of snow cover at the time of our exploration. FIELD EXPLORATION The field exploration for the project was conducted on December 18, 2018. One exploratory boring was drilled at the location shown on Figure 1 to evaluate the subsurface conditions. The boring was advanced with 4 inch diameter continuous flight augers powered by a truck -mounted CME-45B drill rig. The boring was logged by a representative of H-P/Kumar. Samples of the subsoils were taken with a 2 inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This testis similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Log of Exploratory Boring, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS A graphic log of the subsurface conditions encountered at the site is shown on Figure 2. The subsoils consist of about lh foot of base course overlying very stiff to hard, sandy clay to 18 feet. Below the clay was medium hard to hard, claystone-shale bedrock to the maximum drilled depth of 26 feet. Laboratory testing performed on samples obtained from the boring included natural moisture content and density and finer than sand size gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the clay soils, presented on Figures 3 and 4, indicate low compressibility under light loading and natural low moisture content and variable low to high expansion potential when wetted under a constant light surcharge. The clay Project No. 18-7-736 -3- sample at 2'/z feet had a swelling pressure of about 15,000 psf. The laboratory testing is summarized in Table 1. No free water was encountered in the boring at the time of drilling and the subsoils were slightly moist. FOUNDATION BEARING CONDITIONS The clay soils encountered at the site possess variable expansion potential when wetted. Surface runoff, landscape irrigation, and utility leakage are possible sources of water which could cause wetting. It appears the higher expansive soil is a relatively shallow depth and could be removed by the building excavation but the expansion potential of the subgrade beneath footing and floor slab areas should be further evaluated at the time of construction. When further evaluation is performed if expansive material is encountered it may be necessary to mitigate potential movement by subexcavation to around 3 feet and replacement with structural fill or use of a deep foundation system such as drilled piers that extend into the underlying claystone bedrock. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory boring and the nature of the proposed construction, the building can be founded with spread footings bearing on the natural soils with minor to no expansion potential. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural soils should be designed for an allowable bearing pressure of 2,000 psf. Based on experience, we expect initial settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. Additional movement of around 1 inch could occur if the bearing soils were to become wetted. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. Project No. 18-7-736 -4- 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, topsoil, loose disturbed soils or expansive soils should be removed and the footing bearing level extended down to the natural soils. The exposed soils in footing area should then be moistened and compacted. Structural fill used to reestablish design bearing level should consist of CDOT Class 6 road base compacted to at least 98% of standard Proctor density at near optimum moisture content. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 60 pcf for backfill consisting of the on -site soils. Cantilevered retaining structures which are separate from the addition and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on -site soils. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will Project No. 18-7-736 -5- increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content slightly above optimum. Backfill placed in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The potential backfill settlement can be limited by use of granular soil such as road base compacted to at least 98% of standard Proctor density. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.35. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a nonexpansive material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on -site soils, exclusive of topsoil, and expansive soils, can be used to support lightly loaded slab -on -grade construction. The subgrade should be evaluated for expansion potential and sub -excavated and replaced with structural fill as needed. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and Project No. 18-7-736 M slab reinforcement should be established by the designer based on experience and the intended slab use. A slip joint should be provided at the bottom of non -load bearing walls of at least 1 /2 inches to allow floor slab movement without affecting the upper structure. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill should consist of relatively well -graded granular soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas and where clay soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/2 feet deep. STEEP SLOPE The main topographic feature on this site is a broad east -west trending ridge with the existing house located on the top of the ridge. The ridge side slopes approach 40% down to the south and east across the building area. Shallow erosional gullies were observed on the ridge side slopes. In general, the subsoils observed in the exposures and encountered in the boring consist of brown Project No. 18-7-736 -7- sandy clay colluvium overlying gray claystone-shale bedrock. There are landscape trees uphill of the house and a small grass lawn area on the south side of the house. No evidence of slope instability such as ground cracks, slumps, water seepage or distressed vegetation was observed. The cuts for the addition and driveway will be retained by the addition and retaining walls. Based on our knowledge of the area and our experience with construction in Brush Creek Village, the existing natural slopes are stable and the new construction will not adversely impact the existing stable slopes on this or adjoining properties with proper design and construction of the retaining wall. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the addition is located as planned and cut and fill depths are limited. We assume the cut depths for the garage will not exceed one level, up to about 10 feet. Fills should be limited to about 8 to 10 feet deep and not be placed on slopes steeper than about 40%. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. This office should review site grading plans for the project prior to construction. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the addition has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the clay soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Project No. 18-7-736 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be covered with filter fabric and capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to limit potential wetting below the foundation caused by landscape irrigation. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory boring drilled at the location indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory boring and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis Project No. 18-7-736 M or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, H-P- KUMA,R iamXeYsH.'IP4arson/s', E.I. Reviewed by: F& Steven L. Pawlak, P. t!'� )16222 JHP/kac Cc: Brad Larson Project No. 18-7-736 -8 R -12 -10 > 6 / 4 - -------------------- _ _ _ _ - - - - - _ - _ - - /F.� \_-- NEW EDGE OF YARD EXIST, EDGE OF STORM WATER / INFILTRATION YARD REPLACE EXIST DECKS 4. I Y I 1 1 I I I I I PARKING I I I O� +1 EXISTING +1 RESIDENCE UPPER LVL = ELE 771j.72 �1 LOWER LVL = EUeV 771Q.82 \ +p GARAGE TOS = ELEV 77V.00 \ I \ I NEW 2 -CAR GARAGE 1 NO ENTRY ADDITION \ 10 BORING r-_ - -1 .\ PARKING�\ I 1 I 1 I JI I I I I 1 1 I I I I I 1 1 I 29'-0° =2 R i-';45' I I I I 11 if 1 I +2 +4 2 +p ` �.. 4 �- MAINTAIlE DRAIN* E 6 1 REPLACEI 1 +8 +1 j 1 NEW ADDITION- - NEW PATIO +8.5 1 / Q 1 / AREA DRAIN TO DAYLITE i tg 5 0 5 10 APPROXIMATE SCALE -FEET '%I 18-7-736 I H-RWUMAR I LOCATION OF EXPLORATORY BORING I Fig. 1 I BORING 1 LEGEND EL. 7709' (6) •r::e BASE COURSE, THICKNESS IN INCHES SHOWN IN PARENTHESES 0 (6) '.•' rr' +`Y :g TO LEFT OF THE LOG. 25/12 CLAY (CL): SANDY, SHALE FRAGMENTS, VERY STIFF TO HARD, WC=10.6 SLIGHTLY MOIST, BROWN TO TAN. DD=122 CLAYSTONE—SHALE BEDROCK: SLIGHTLY SANDY, MEDIUM HARD 5 20/12 —_ TO HARD, SLIGHTLY MOIST, DARK GRAY. MANCOS SHALE. WC=11.6 DD=120 —200=64 DRIVE SAMPLE, 2—INCH I.D. CALIFORNIA LINER SAMPLE, 25/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 25 BLOWS OF 10 32/12 A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED WC=11.5 TO DRIVE THE SAMPLER 12 INCHES. DD=124 W NOTES. 19/12 = 15 WC=12 7 1. THE EXPLORATORY BORING WAS DRILLED ON DECEMBER 18, o~ DD-121 2018 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER o -200=37 AUGER. 2. THE LOCATION OF THE EXPLORATORY BORING WAS MEASURED — — APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE = SITE PLAN PROVIDED. 20 — 30/12 3. THE ELEVATION OF THE EXPLORATORY BORING WAS OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN — PROVIDED. = 4. THE EXPLORATORY BORING LOCATION AND ELEVATION SHOULD — BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY —= THE METHOD USED. 25 — 50/12 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOG REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORING AT THE 30 TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DO = DRY DENSITY (pcf) (ASTM D 2216); —200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140). 18-7-736 H-PvKUMAR I LOG OF EXPLORATORY BORING 1 Fig. 2 5 4 .. 3 0 v J 2 w 3 fN I 1 Z O a 0 J O W Z O U —1 —2 1 1.0 APPLIED PRESSURE — KSF 10 100 'e E f' 18-7-736 H-Pti�MAR SWELL -CONSOLIDATION TEST RESULTS Fig. 3 These test roauHe omples tested. The shall not be raDroducetl, full, without the wrltlen Kumar and Aeeociatee, Caneolidolion testing axordanca with /S7M SAMPLE FROM: WC = Boring 10.6 OF: Sandy Silty Clay 1 ® 2.5' %, DD = 122 pcf EXPANSION UNDER CONSTANT PRESSURE UPON WETTING to the in of in ePDN only leafing report except epprovol Inc. Srell performed D-45I6. 1 .. 0 W 3 1n -2 Z O H Q -3 J O N Z O —4 r 1 1.0 APPLIED PRESSURE - KSF 10 100 4 i; .I c G E Pe "e e� 18-7-736 H—PtiK��AR SWELL —CONSOLIDATION TEST RESULTS Fig. 4 - - - - - j SAMPLE OF: Sandy Silty Clay with Shale Fragments FROM: Boring 1 ® 10' WC = 11.5 %, DO = 124 pat EXPANSION PRESSURE UNDER UPON CONSTANT WETTING I These test roeuNe ornplea tented. The apply only teatinq to the rvo � � � SNOOO R � $ � U) � D U) W � � CD W � } � O � W M -1 p im L.L O } cl: Q � � � m $ r- K f 0 2 2 ■ a q) Cd � d cn � '§ § � cdC* 0 0 u u u v u k>1® uo _ Cd � w Cd U) I- � U § J § 2 § 2 m2�«�2w LU Z2� /IXLU LU OL OL /§§ 0 § k J J a� b co a: gw § § B ® ®oo §§B§ a: w n CLCz 2 / i § a Ir > / § }kZ§ C q « z MUJ § m � k w �§z ® k «oo — — z■Q § w ■ N © 2 Q c § LU CLi 2 $ 0 _ m I I / GRAPHIC SCALE 10 0 �c-1 5 10 1_1 ( IN FEET ) 1 inch = 10 ft. I ( I I I I \ l I ) J \ / , I I I I I I I I I I / / - / 20 \ \ \ \ \ \ I \ \ } I I ) I I --- '\ \ \ \ \ \ \ \ \ \ \ \I (' BEGIN WALL A \iW:7704.fil",,_ I �W: 7704, 0± '-. \ I ,I \ l I l I I ( / \ I l , / / I I I i' I I l1 I I I I -L. t PROPOSED TRAFFIC RATED SEPllC TANK. ',,_�=-2.:i_ 98.5 ,ii s PROPOSED ., BIO RETENTION AIN 'B'. .. LENG :20 WIDll-1: 6' DEPTH: 2.3' VOLUME: 0.006 AC-FT \\ :771:16.5 \isf\. :770�5 � < t\ � ./\ \ \ /\ 0 i \...,· ---+--------+-,..._--t--7706-tk/\ rA I \ .• ,J \ \\ lECKABOVE / EXISTING RESIDENCE 91 SOLAR WAY FF: 100'-0"=7711.83 //////// XIST FOUNDAllON \ PROPOSED ADDITION GARAGE T.O.S: 98'-2"=7710.00 10% t::,, 10' MIN. \ll I \ � TC:7710.5 � \\ BW:7708.0 � :1 EXISTING SEPTIC TANK 1 1 TO BE REMOVED 11 \1 11 ACllVITY 11 LIMITS , ENVELOPE � I ti /I 1,I /' I/ I / I/ / / \ \ I I \ \ I I I I I J PROPOSED 810 RETENll\J� I LE.• ... : WIDll-1: 6' DEPll-1: 2.3' VOWME: 0.019 AC-FT ,,..,..---------------------------------------------/ I I I \ )I I I I \ \ \ ,, ..........._ - \ I \ ',', \\ \ \ I I ( \ \ \ \ \ \ \ / \ \ \ \ \ \ \ \ \ \ \ \ J \ \ \ \ \ \ \ \ \ \ ' \ \ \ \ .' \ \\ \ \ \ \ \ \ I \\ I I I \ I I \ \ GENERAL NOTES: l.,E<lEID PROPERTY BOUNDARY EXISTING CONTOUR 7700 PROPOSED CONTOUR ----�non----PROPOSED FlNISHED GRADE ><7710.00 PROPOSED FlNISHED SLOPE 2.0% t:-,,, SEDIMENT CONTROL FENCE __ _, __ @ __ ,,,, __ STRAW BALES @ SURFACE ROUGHENING @ MULCHING e SEEDING @ VEHICLE TRAFFIC CONTROL @ BIO RETENTION BASIN 9 1.ALL EXISllNG UTILITY LINE LOCATIONS MUST BE VERIFIED BY 11-IE CONTRACTOR PRIOR TO CONSTRUCllON. UNDER GROUNDUTILITIES DO NOT APPEAR ON 11-IIS PLAN. 11-IE CONTRACTOR SHALL CONTACT 11-IE UTILITY NOllFICAllON CENTER OFCOLORADO (U.N.C.C.) TO ARRANGE FOR MARKING Of UNDER GROUND UTILITIES, AT LEAST 48 HOURS PRIOR TOCOMMENCEMENT OF WORK.2.11-IE CONTRACTOR SHALL OBTAIN, AT 11-IEIR EXPENSE, ALL PERMITS 11-IAT ARE NECESSARY TO PERFORM THE PROPOSEDWORK.3.ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL APPLICABLE FEDERAL. STA TE, COUNTY, AND LOCALREGULA llONS.4.REFER TO ARCHITECTURAL, STRUCTURAL, MECHANICAL., ELECTRICAL, AND PLUMBING PLANS BY 011-IERS.5.11-IE SITE SURVEY BOUNDARY, TOPOGRAPHY AND IMPROVEMENTS WERE OBTAINED FROM THE "MONUMENTED LAND ANDIMPROVEMENT SURVEY, LOT 10, BLOCK 3, BRUSH CREEK VILLAGE, FlLING No.1" PREPARED BY SURVCO, DATED 01/31/14.6.ADDITIONAL TOPOGRAPHIC MAPPING WAS OBTAINED FORM 11-IE PITKIN COUNTY GEOGRAPHIC INFORMATION SYSTEM.7.ALL ELEYAllONS OF PROPOSED IMPROVEMENTS SHALL BE VERIFIED. THE CONTRACTOR SHALL IMMEDIATELY SHALL ALERT11-IE ARCHITECT AND 11-IE ENGINEER OF ANY DISCOVERED DISCREPANCIES.8.ALL RETAINING WALLS HAVING AN EXPOSED HEIGHTS OF 4-FEET OR GREATER SHALL BE DESIGNED BY A QUALIFIEDSTRUCTURAL ENGINEER.9.DO NOT SCALE PLANS. GENERAL GRADING NOTES: 1.ALL STRUCTURES, CONCRETE, TREES (DESIGN A TED), BRUSH AND RUBBISH SHALL BE REMOVED AND ACCEPTABLY DISPOSEDOF PER COUNTY STANDARDS.2.ALL ORGANIC MATTER SHALL BE REMOVED FROM FlLL AREAS.3.ALL FILL AREAS SHALL BE COMPACTED ANO MOISTURE TREATED IN ACCORDANCE WITH A GEOTECHNICAL ENGINEER'SRECOMMENDAllONS.4.ALL PROPOSED SLOPES SHALL BE GRADED AT 2:1, OR FLATTER, PER 11-IE "SUB SOIL STUDY FOR FOUNDATION DESIGNPROPOSED ADDITION LOT 10, BLOCK 3, FILING 1, BRUSH CREEK VILLAGE, 91 SOLAR WAY, PITKIN COUNTY" BY HP KUMAR,DA TED JANUARY 2, 2019. 5.EROSION CONTROL BALES OR SILT FENCE SHALL BE PLACED AT 11-IE TOE AND DRAINAGE OUTFALL POINTS OF ALL SLOPES2:1 OR STEEPER TO PREVENT SILTAllON.6.TOPSOIL SHALL BE STOCKPILED TO 11-IE EXTENT PRACllCABLE ON THE SITE FOR USE ON AREAS TO BE REVEGETATED.ANY AND ALL STOCKPILES SHALL BE LOCATED AND PROTECTED FROM EROSIVE ELEMENTS, INCLUDING EROSION CONTROLAROUND 11-IE PERIMETER OF SAID STOCKPILES.7.AT ALL llMES, 11-IE PROPERTY SHALL BE MAINTAINED AND/OR WATERED TO PREVENT WIND-CAUSED EROSION. EARll-lWORKOPERAllONS SHALL BE DISCONTINUED WHEN FUGITIVE DUST SIGNIFICANTLY IMPACTS ADJACENT PROPERTY. IF EARll-lWORKIS COMPLETE OR OISCONllNUED AND OUST FROM 11-IE SITE CONTINUES TO CREATE PROBLEMS, THE OWNER/DEVELOPERSHALL IMMEDIATELY INSTITUTE MITIGA llVE MEASURES AND SHALL CORRECT DAMAGE TO ADJACENT PROPERTIES.8.CONTRACTOR SHALL COMPLY Will-I ALL LOCAL, COUNTY AND STATE REGULATIONS PERTAINING TO SHORING, GRADING,TRAFFlC CONTROL., NOISE CONTROL DUST CONTROL AND EROSION CONTROL.9.11-IE CONTRACTOR SHALL INSTALL ALL EROSION AND SEDIMENTATION BEST MANAGEMENT PRACTICE (BMPs) MITIGATIONDEVICES PRIOR TO COMMENCEMENT OF WORK.10.THE CONTRACTOR SHALL IMPLEMENT ALL FUGITIVE DUST CONTROL BEST MANAGEMENT PRACllCE (BMPs) PROCEDURESPRIOR TO COMMENCEMENT OF WORK.11.11-IE CONTRACTOR SHALL PERIODICALLY INSPECT AND MAINTAIN ALL EROSION AND SEDIMENTATION EROSION CONTROL BESTMANAGEMENT PRACllCE (BMPs) MITIGAllON DEVICES 11-IROUGH OUT 11-IE DURATION OF 11-IE PROJECT.12.NATURAL VEGETAllON SHALL BE RETAINED AND PROTECTED WHEREVER POSSIBLE. EXPOSURE OF SOIL TO EROSION BYREMOVAL OR DISTURBANCE OF VEGETATION SHALL BE LIMITED TO 11-IE AREA REQUIRED FOR IMMEDIATE CONSTRUCTIONOPERA llONS AND FOR 11-IE SHORTEST PRACTICAL PERIOD OF TIME.13.ALL DISTURBED EARll-lEN SURFACES SHALL BE STABILIZED, DRESSED Will-I TOPSOIL., FINE GRADED, SEEDED AND MULCHED,IN ACCORDANCE Will-I ALL APPLICABLE COUNTY REVEGETETION REQUIREMENTS.14.ALL GRADING, BACK FlLL, COMPACTION, STABILIZATION, ETC. SHALL BE PERFORMED IN ACCORDANCE WITH 11-IE "SUB SOILSTUDY FOR FOUNDA 110N DESIGN PROPOSED ADDITION LOT 1 0, BLOCK 3, FILING 1, BRUSH CREEK VlLLAGE, 91 SOLAR WAY,PITKIN COUNTY" BY HP KUMAR, DATED JANUARY 2, 2019.15.THE GROUND SURFACE SURROUNDING THE EXTERIOR OF 11-IE BUILDING SHALL BE SLOPED TO DRAIN AWAY FROM THEFOUNDAllON IN ALL DIRECllONS, A MINIMUM SLOPE OF 12 INCHES IN THE FIRST 10 FEET IN UNPAVED AREAS AND SHALLBE SLOPED A MINIMUM OF 3 INCHES IN THE FIRST 10 FEET IN PAVED AREAS. FREE-DRAINING WALL BACKFILL SHALL BECOVERED WITH FlLTER FABRIC AND CAPPED l'.111-1 ABOUT 2 FEET OF 11-IE ON-SITE SOILS TO REDUCE SURFACE WATERINFILTRATION, PER 11-IE "SUB SOIL STUDY FOR FOUNDATION DESIGN PROPOSED ADDITION LOT 10, BLOCK 3, FlLING 1,BRUSH CREEK VILLAGE, 91 SOLAR WAY, PITKIN COUNTY" BY HP KUMAR, DA TED JANUARY 2, 2019. z {/) > w 0:: w 0 UNCC CALL BEFORE YOU DIG 1-800-922-1987 Utility Notification Center of Colorado w 0 .Jwz w >-> u (l) "' N "' 0 w 0.. 0 .J w > w >-> u <( a,"' NN "' 0 (l) 0 N - () s: 0 Cl z Cl PROJECT NO. 2191004.01 GR-01 C.100 CLEANOUTS TO BE ADDED AS NEEDED TO MEET LOCAL CODE REQUIREMENTS GRAPHIC SCALE 10 0 5 10 ( IN FEET ) 1 inch = 10 ft 7750 7745 7740 7735 7730 7725 7720 7715 7710 7705 7700 7695 7690 7685 7660 �It•v �Itf111•- �Is:�fw�� �I>•I�a� , �L'yCJ- cj —�--� PROPOSED CENTERLINE-1 11VIIIIIIIIIIIIII _WNW�� fant f.^ili\[t[N�\IIxc71I\I�d\7<1 �1 „ �7 0+00 0+25 0+50 0+75 1+25 N.T.S. PROPOSED ALL WEATHER SURFACE EXISTING CONTOUR 7700 PROPOSED CONTOUR 7700 PROPOSED FINISHED GRADE X7100.00 PROPOSED FINISHED SLOPE 2.0% HALL FOR AND ON BEHALF OF HIGH COUNTRY ENGINEERING, INC. UN CC CALL BEFORE YOU DIG 1-800-922-1987 Utility Notification Center of Colorado 0) 0 LU U) O N 0 >zmi m ❑ � J o • w U Z V � Z mmm M rN w ';0 0'!01 Z U01 U ... m .. Z Z( Z Z U Wdaro= >WZ2n mN� ' I~ �°o� mho Z nZa�i '0Z Q a 2 W J j > 0 uj w w Q1z a c -j°W Z Lij F- Z U)0�� Z a00M 0zto) G. O �- a.mV V. m W O J PROJECT NO. 2191004.01 PP-01 C.200 STAKES 2"x2"x3 UNCC CALL BEFORE YOU DIG 1 1-800-922-1987 Notification Center of Colorado Colorado MAXIMUM •R h i' ❑ V� Q P i .� . ,ag ,. ` ❑ op o , • ... • : ��• .. ❑ W FLO❑ ❑ ❑ Z Q�� U�� 2�/ M` ❑ ❑ ,s _I � � 0 U.] O O� OOODO� �Qp � O SILT FENCE INSTALLATION STAKES 2"x2"x3' ( p�� OOqpp�OO O 0 o 0000QopC�0o0�Oo0O O 1 1 /2" — 3" ROCK 1/2" — 3/4" FILTER LAYER MIN. FABRIC MATERIAL STEEL OR WOOD POST (ANCHORED IN TRENCH) FL OW -'�(ANCHORED \\ \2"x4" 7\s: �6" OZ TO FABRIC) BALES EMBEDDED 4" TO 6" / 1 °' 0 �i r4'x4' TRENCH COMPACT- COMPACTED O W � N � BACK—FLOWrZ 1 -_� U - > 2 O NOTE EROSION CONTROL MEASURES — _ BALES Y ? 3 U w SHALL BE MAINTAINED UNTIL LANDSCAPING IS COMPLETED, 1/2Hd12�Ml EMBEDDED 4" TO 6" o o L OR AS DIRECTED BY LOCAL JURISDICTION"yr, SECTION -NTS- CULVERT OUTLET STRAW BALES SB VEHICLE TRACKING CONTROL VTC O SILT FENCE EROSION BARRIER SCF O SWALE STABILIZATION STRAW BALES = In N.T.S. N.T.S. N.T.S. N.T.S. ,=o o t m W Win° O to ZWk vi ¢ U C9 ui zm� Z � Z rzah WdG.tc= U k6- wU)� o°f m -0 Z'`z^� SAND BAG (TYP.) J W Q C9 Z (2) LAYERS 10 MIL POLY LINING u 3 � Ox. SECTION A —A -NTS- NATIVE SEED GROUND COVER rr GEOTEXTILE COVER STAPLED AT 10' x 10' INTERVALS LATH AND FLAGGING ON 3 SIDES 1� 10, \ , SAND SLOPE 3.1 OR GREATER SILT I I O 0 O O O I. MIN. MIN. AG STOCK PILED MATERIAL (TYP (FENCE / / . . .� 10' 0 W TYPICAL CROSS SEC11ON O O NATIVE SEED GROUND COVER (� -NTS- 0 0 0 0 SAND BAG (TYP.) 61 GRADE } PLAN VIEW BIORETENTION BASIN N -NTS- ,� �� � TYPICAL CROSS SECTION W O d W N. T. S. FAR J o WZ�N * FINA Q ° OM a 10/22/1 O z N 0 1.- x Z '-a_Mo VI Id- N m 0 STOCK PILE MANAGEMENT DETAILO SPM CONCRETE WASH OUT DETAIL CWp O VEGETATED SWALE CROSS SECTION wuuuµy� � 0 N.T.S. N.T.S. N.T.S. ao o�P J ., scoT .•� _> vIi�� __ • PROJECT NO. 2 3 2191004.01 S/ONA�E DT - 01 ti�uxuunnm FOR AND ON BEHALF OF `+"3OO HIGH COUNTRY ENGINEERING, INC.