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HomeMy WebLinkAboutFile Documents.1112 Waters Ave.0089.2017 (38).ARBK CTLITHOMPSON INCORPORATED GEOTECHNICAL CONSULTATION 1112 WATERS AVENUE ASPEN, COLORADO Prepared For: 1112 WATERS AVE, LP C/O EASTWOOD DEVELOPMENT 0138 Prospector Road, Suite 4102 Aspen, CO 81611 Attention: Rob Cairncross Project No. GS06119.000-120 March 29, 2017 234 Center Drive I Glenwood Springs, Colorado 81601 `telephone: 970-945-2809 Fax: 970-945-7411 Received 5/15/17 TABLE OF CONTENTS SCOPE 3 SITE CONDITIONS 3 PROPOSED CONSTRUCTION 4 SUBSURFACE CONDITIONS 4 SITE EARTHWORK 5 Excavations 5 Excavation Retention 6 Structural Fill 6 FOUNDATIONS 7 Foundation Backfill 7 SLABS-ON-GRADE 8 FOUNDATION WALLS 9 SUBSURFACE DRAINAGE 10 SURFACE DRAINAGE 10 LIMITATIONS 11 FIGURE 1 —VICINITY MAP FIGURE 2-- EXISTING SITE CONDITIONS FIGURE 3— EXISTING RESIDENCE PHOTOGRAPH FIGURE 4— PROPOSED RESIDENCE 1112 WATERS AVE,LP 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:11_1sers1kkeIloggW ppData\Loca118oz\Box EditlDocuments1be13i KR3REabb2UmxHOTyw==\GS06119.000 120 RI.docx Received 5/15/17 SCOPE This report presents our geotechnical consultation for the proposed single- family residence at 1112 Waters Avenue in Aspen, Colorado. A vicinity map with the location of the site is included as Figure 1. The project scope was outlined in our Proposal No. GS-17-0130 (dated February 24, 2017) and modified by our subsequent email (dated March 13, 2017). Our opinions and recommendations in this report are based on data from our field exploration and laboratory testing for geotechnical investigations at nearby sites, as well as our engineering analy- sis and experience with similar conditions. This report includes preliminary ge- otechnical engineering recommendations of excavation shoring, foundations, slabs-on-grade, below-grade walls, and subsurface drains. Our recommenda- tions must be confirmed by excavation of exploratory pits when practical and safe excavation of exploratory pits is possible. SITE CONDITIONS The subject site is located at 1112 Waters Avenue in Aspen, Colorado. The building envelope slopes gently down to the north at grades less than 5 per- cent. An existing one-story residence with a basement is located on the prop- erty. The Wheeler Ditch is along the west and south property boundaries. Wa- ters Avenue borders the site on the northwest. Single-family residences border the site on the north, east, and south. Vegetation adjacent to the existing resi- dence consists of irrigated grass and aspen trees. Existing conditions at the site are shown on Figure 2. A photograph of the existing residence is included as Figure 3. 1112 WATERS AVE,LP 3 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:1Userslkkellogg\AppData4LocallBox\Box EditSDocumentslbe131KR3REabb2UmxHOTyw=5GS06119.000 120 R1.docx Received 5/15/17 PROPOSED CONSTRUCTION Architectural plans that we reviewed by Zone 4 Architects (dated February 17, 2017) indicate the proposed residence will be a two-story, wood-frame build- ing with basement areas below the main level floor. An attached garage will be built near the main floor elevation at the northwest side of the residence. The garage floor will be a structurally supported slab with basement areas below. Maximum excavation depths will likely be on the order of 12 to 14 feet to con- struct the residence. An excavation retention system may be required if the ex- cavation sides cannot be laid-back to a safe and stable configuration due to prox- imity to property lines and adjacent residences. Cast-in-place foundation walls with two-sided forms are expected. Building loads will likely be about 2,000 to 4,000 pounds per linear foot of foundation wall with maximum 75-kip interior col- umn loads. If construction will differ significantly from the descriptions above, we should be informed so that we can adjust our recommendations and design crite- ria, if necessary. A plan indicating the location of the proposed residence is in- cluded as Figure 4. SUBSURFACE CONDITIONS The existing building, vegetation, and utilities prevented practical and safe excavation of exploratory pits at the site. We developed geotechnical engineer- ing recommendations for this consultation based on subsurface conditions en- countered during our previous geotechnical investigations at nearby sites. Our experience indicates that subsurface conditions below the site consist predominantly of silty gravel with a large percentage of cobbles and boulders to depths of at least 60 feet. The upper soils may be comprised of fill and natural clayey sand. Free groundwater is not likely to be encountered in excavations to the planned depths of 12 to 14 feet. 1112 WATERS AVE,LP 4 1112 WATERS AVENUE PROJECT NO.GS06119.000.120 C:1Users\kkellogg4AppData\Local4Box5Box Edit\Documentslbe121KR3REabb2UmxHOTyw==1GS06119.000120 R1.docx Received 5/15/17 Our assumptions about subsurface conditions must be verified with a ge- otechnical investigation that includes excavation one or two exploratory pits at the site when safe excavation locations are accessible to an appropriate excava- tor. SITE EARTHWORK Excavations Our construction experience and subsurface investigations at nearby sites indicates excavations for construction of foundations at the site will predomi- nantly expose natural gravel and cobble soils. We anticipate that excavations in these soils can be accomplished using conventional, heavy-duty excavating equipment. Large boulders should be anticipated. Existing foundations, slabs, utilities, fill and vegetation should be removed from below the proposed building footprint. Excavations deeper than 4 feet must be braced or sloped to meet local, state and federal safety regulations. The natural gravel soils will classify as Type C soils based on OSHA standards governing excavations. Temporary excava- tions should be no steeper than 1.5 to 1 (horizontal to vertical) in Type C soils. Proximity of the building envelope boundary to the proposed building footprint could make sloping of the foundation excavation difficult. Contractors are re- sponsible for site safety and maintaining safe and stable excavations. We do not anticipate free groundwater will be encountered in excavations for the proposed residence. Our experience is that the near-surface soils in the area of this site become saturated during snowmelt, resulting in significant ground water flow into excavations. Ground water flow can cause sloughing of excavation sides. Excavations should be sloped to a gravity discharge or to a temporary sump where water can be removed by pumping. 1112 WATERS AVE,LP 5 1112 WATERS AVENUE PROJECT NO.GS06119,000-120 C:1UserslkkellogglAppDatalLocanoxl8ox EditlWocumentslbe131KR3REabb2UmxHOTyw==1GS06119.000 120 R1.docx Received 5/15/17 Excavation Retention To achieve a safe and stable excavation and reduce disturbance of the adjacent properties, an earth retention system will likely be needed. Easements for soil nails or anchors below City of Aspen streets and utilities are generally not granted. In our opinion, a cantilevered excavation retention system, such as mi- cropiles, is appropriate in these soils for excavation depths of 12 to 14 feet. It may be beneficial to design a permanent micropile excavation retention system to reduce lateral earth loads on new basement walls. This would reduce required reinforcement and the thickness of the walls. If the micropiles are de- signed as a temporary system, no reduction in lateral earth pressure can be as- sumed during wall design. In either case, the excavation retention system can serve as the outside form for the cast-in-place walls. Drainage of permanent and temporary excavation retention systems is critical. It is common to install a combination waterproofing and drainage board product between the earth retention facing and below-grade foundation walls. Structural Fill Existing structures and utilities should be removed from below the pro- posed residence. The excavation process could encounter large boulders that need to be removed. Voids resulting from removal of large boulders can be filled with compacted Class 6 aggregate base course. Structural fill may also be re- quired to support slab-on-grade construction adjacent to the building. Structural fill and leveling course soil should be placed in loose lifts of 8 inches thick or less and moisture-conditioned to within 2 percent of optimum moisture content. Structural fill should be compacted to at least 98 percent of 1112 WATERS AVE,LP 6 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C;W sers\kkeiiogg\AppDatalLocai1Box\Box EditlDocuments1be131KR3REabb2UmxHOTyw==5GS06119.000 120 R1.docx Received 5/15/17 standard Proctor (ASTM D 698) maximum dry density. Moisture content and den- sity should be checked by a representative of our firm during placement. Obser- vation of the compaction procedure is necessary. FOUNDATIONS Our subsurface information and experience at nearby sites indicates that natural gravel and cobble soil is present at proposed foundation elevations for the proposed residence. The residence can be constructed on footing founda- tions supported by the undisturbed, natural gravel and cobbles with low risk of differential movement. Footings can be designed for a maximum bearing pressure in the range of 3,000 to 5,000 psf. A friction factor of 0.45 can be used to calculate resistance to sliding between concrete footings and soils. These recommendations must be confirmed with a geotechnical investigation that includes a subsurface investiga- tion consisting of drilling borings or excavating exploratory pits when safe loca- tions are accessible for borings or pits. Foundation Backfill Depending on the underpinning and the excavation retention wall con- cepts chosen, backfill may be required between foundation walls and the excava- tion retention facing. Proper placement and compaction of foundation backfill is important to reduce infiltration of surface water and settlement from consolidation of backfill. Ground surface settlement of more than 1 percent of the backfill thick- ness is common adjacent to foundation walls. Structures placed over backfill zones will need to be designed to accommodate differential movement with re- spect to the building. 1112 WATERS AVE,LP 7 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:lUserslkkellogg\AppData\LocallBoxlBox Edit\Documents 5be131KR3REabb2UmxHOTyw==5GS06119.000 120 R1,docx Received 5/15/17 We recommend a Class 6 aggregate base course or similar soil for use as backfill. Backfill should be placed in loose lifts of approximately 10-inch thick- ness or less, moisture-conditioned to within 2 percent of optimum moisture con- tent, and compacted. The backfill should be compacted to at least 95 percent of standard Proctor density (ASTM D 698). Moisture content and density of the backfill should be checked during placement by a representative of our firm. Ob- servation of the compaction procedure is necessary. SLABS-ON-GRADE Basement areas are planned below the main level of the residence. Slab- on-grade floors may be desired by the client in basement areas. Exterior slabs such as the driveway and patio areas will also be constructed. Slab-on-grade construction can be supported on the natural gravel and cobble soil at this site with low potential for differential movement. A leveling course may be conducive for construction of slabs. Structural fill and leveling course soil should be placed in accordance with the recommendations in the Structural Fill section. We recommend the following precautions for slab-on-grade construction at this site. 1. Slabs should be separated from footings and columns with slip joints which allow free vertical movement of the slabs. 2. Exterior patio slabs should be isolated from the building. These slabs should be well-reinforced to function as independent units. 3. Frequent control joints should be provided, in accordance with American Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. 4. The International Building Code (IBC) may require a vapor retarder be placed between the base course or subgrade soils and the con- 1112 WATERS AVE,LP 8 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:lUsers1kkellagglAppData1LocallBoxtBox EdiriDocumentslbe131KR3REabb2UmxHOTyw==\GS06119.000 120 R1.docx Received 5/15/17 crete slab-on-grade floors. The merits of installation of a vapor re- tarder below floor slabs depend on the sensitivity of floor coverings and building to moisture. FOUNDATION WALLS Excavation retention may be required to construct the proposed residence if the excavation cannot be laid-back to a stable configuration. CTL ! Thompson, Inc. can provide a proposal for design of a "temporary" soil nail or micropile re- tention system. For such a case, below-grade walls in the building would still be cast-in-place with two-sided forms. Backfill between the walls and the shotcrete facing of the retention system would still result in lateral earth pressures on the foundation walls. Many factors affect the values of the design lateral earth pressure on be- low-grade walls. These factors include, but are not limited to, the type, compac- tion, slope and drainage of the backfill, and the rigidity of the wall against rotation and deflection. For a very rigid wall where negligible or very little deflection will occur, an "at-rest" lateral earth pressure should be used in design. For walls that can deflect or rotate 0.5 to 1 percent of wail height (depending upon the backfill types), lower lateral earth pressures approaching the "active" condition may be appropriate. Our experience indicates typical basement walls in residences de- flect or rotate slightly under normal design loads, and that this deflection results in satisfactory wall performance. Thus, the earth pressures on the walls will likely be between the "active" and "at-rest" conditions. If the on-site soils are used as backfill and the backfill is not saturated, we recommend design of below-grade walls at this site using an equivalent fluid den- sity of at least 40 pcf. This value assumes some deflection; some minor cracking of walls may occur. If very little wall deflection is desired, a higher design value closer to the "at-rest" condition may be appropriate. For the on-site soils, an at- 1112 WATERS AVE,LP 9 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:\UserslkkellogglAppDatalLaca1\SoxlBox Edit\Documents1be131KR3REabb2UmxHOTyw==\GS06119.000120 R1.docx Received 5/15/17 rest lateral earth pressure of 50 pcf, and a passive lateral earth pressure of 300 pcf can be used. SUBSURFACE DRAINAGE Water from rain, snow melt and surface irrigation of lawns and landscap- ing frequently flows through relatively permeable backfill placed adjacent to a residence and collects on the surface of less permeable soils occurring at the bottom of foundation excavations. This can cause wetting of foundation soils, hy- drostatic pressures on below-grade walls and wet or moist conditions in below- grade areas after construction. A permanent dewatering system will be required for the residence. We recommend an exterior foundation drain be installed around the perimeter and adjacent to deep interior foundation walls of the residence. The foundation drain should consist of 4-inch diameter, slotted PVC pipe encased in free-draining gravel. A prefabricated drainage composite should be placed adjacent to foun- dation walls. The drain should lead to a positive gravity outlet, or to a sump pit where water can be removed by pumping. Installation of clean-outs along the drain pipes is recommended. SURFACE DRAINAGE Surface drainage is critical to the performance of foundations, floor slabs and concrete flatwork. Surface drainage should be designed to provide rapid runoff of surface water away from the proposed residence. Proper surface drain- age and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs-on-grade. Positive drainage away from the foundation and avoidance of irrigation near the foundation also 1112 WATERS AVE,LP 10 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:4Users1kkellogg4AppDatalLocallBox4Box Edit\Documents\be131KR3REabb2UmxHOTyw==\GS06119.000 120 R1.docx Received 5/15/17 1 help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to in- creased weight and reduced strength of the backfill. 1. The ground surface surrounding the exterior of the residence should be sloped to drain away from the building in all directions. We recommend a minimum constructed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around the resi- dence, where practical. 2. Roof downspouts and drains should discharge well beyond the lim- its of all backfill. Splash blocks and/or extensions should be pro- vided at all downspouts so water discharges onto the ground be- yond the backfill. We generally recommend against burial of down- spout discharge. Where it is necessary to bury downspout dis- charge, solid, rigid pipe should be used and it should slope to an open gravity outlet. 3. Landscaping should be carefully designed and maintained to mini- mize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Plastic sheeting should not be placed beneath landscaped areas adjacent to foun- dation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. Recommendations in this report are based on effective drainage for the life of the structure and cannot be relied upon if effective drainage is not main- tained. Appendix A contains our recommendations for surface drainage, irriga- tion, and maintenance. LIMITATIONS Our subsurface information and project experience at nearby sites was used to develop the geotechnical engineering recommendations in this report. These recommendations are contingent upon a geotechnical investigation that 1112 WATERS AVE,LP 11 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:SUserslkkellogglAppOata\LocallBox5Box Edit\Documents1be131KR3REabb2UmxHOTyw==1GS06119.000 120 RI.docx Received 5/15/17 includes a subsurface investigation at the site when safe exploratory pit locations are accessible to excavation equipment. This geotechnical consultation was provided in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers cur- rently practicing under similar conditions in the locality of this project. No war- ranty, express or implied, is made. If we can be of further service in discussing the contents of this report, please call. Very Truly Your CTL I TH P: Pl.? .2 :48 .6c.ik..::.:k%.(s) Edward R. White Project Engineer - -2'1 Reviewed By: Vutina, 1 fE . 41 es D. Kellogg, P.E. 6 vision Manager ERW:JDK:kk 1112 WATERS AVE,LP 12 1112 WATERS AVENUE PROJECT NO.GS06119.000-120 C:1Userslkkellogg'AppDatalLocal\Box\Box Edit\Documentslbe13lKR3REabb2UrnxHOTyw==1GS06119.000 120 R1.docx Received 5/15/17 T oo SCALE: 1"" = 2,000' _(‘)r)4./.-,''...t..._.s.:-:,.- 'y,. B4 •\ ---7-..-,. ! Il i, s , d••I i e:'.,,1,f,3t • lI;e ,r---.",1/, ,\10:11,,,, . • ',.4"•:,• ' ( 6 ,-.1,-,...".•71-1,„:„,-1,- .1( L I/li.-, aJ ,`gyp �. 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TM \\ \ \ ce \ ` • \ • \\ \ �F \ / Proposed w, Building 1112 Waters Ave, LP 1112 Waters Avenue Project No. GS061 1 9.000-1 20 Fig. 4 Received 5/15/17