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Home My WebLink AboutEngineer's Design 08.05.2020Paul R. Bryant, P.E. 2141 Troy Court Colorado Springs, CO 80918 Phone: 719.330.3885 E-Mail: paufrbryant.p e@outlook.com Job # FR20-513 5 August 2020 Foundation Repair of Western Colorado 2575 Highways 6 & 50 Grand Junction, CO 81501 Soil Evaluation and Structural Repair Plan for Joe Hemelt 4343 County Road 335 New Castle, CO 81647 Paul R. Bryant, P.E. Introduction: This report describes the results of an investigation of the soil conditions at the above -listed address for the purpose of performing a foundation repair. It also presents a repair design for the house, as well as provides additional guidance and information relevant to the proposed project. Soil information was obtained from limited visual observations on site, and from the resources of the NRCS Web Soil Survey. The Web Soil Survey (WSS) provides soil data and information produced by the National Cooperative Soil Survey. It is operated by the USDA Natural Resources Conservation Service (NRCS) and provides access to the largest natural resource information system in the world. The site is updated and maintained online as the single authoritative source of soil survey information. It is considered accurate enough to predict with reasonable certainty the probable soil conditions that will likely be relevant for this particular project. Observation of Property: The foundation inspection was performed by a qualified foundation inspector, as authorized by this office. The home is listed in county records as having been built in about 2014; it consists of a one-story home over a basement. The foundation appears to consist of cast -in -place concrete. For purposes of this report, the front of the house is assumed to face north-west. The damage to be mitigated by this limited repair project will be to address a condition of settlement of the north-west foundation walls (the front side, common wall with garage and the attaching breezeway), which could exceed 5" in total. The foundation walls do not appear to be severely cracked but basement finished obscure a direct view of most foundation surfaces. Cracking and distortion of surfaces and finishes are present on the main and lower levels. Cause of Damage: It is our opinion the damage has resulted from inadequate foundation design and construction, exacerbated by possible incorrect soil structural data being assigned to the home's soil, causing or contributing to long-term settlement of the supporting soil. Other partition wall cracking appears to be related to the non -floated condition of the walls. Possible causes of structural settlement and/or excess lateral soil pressure usually arise from elevated soil moisture conditions, often from poor drainage, damaged downspouts or broken sprinkler lines; poor compaction, overly -dry soils or other adverse soil conditions can be major contributing factors as well. Soil Profiles: The soil at this site consists of Torriorthents-Rock Outcrop Complex. This soil profile exists along mountainsides at the footslope. It consists of thin layer of fine sandy loam about 1-4 feet thick, overlying unweathered sedimentary bedrock. The bedrock is considered stable, but excavation processes during construction can leave pockets or layers of poorly - compacted soil that can be susceptible to settlement under heavy load and/or under the influence of high soil moisture contents. Such settlement can lead to conditions favorable to ponding water around foundations, further compounding settlement. Typically well -drained, a water table is not expected to be encountered, although shallow or perched water can be present seasonally or if poor drainage exists at or near a structure. Project Scope: This limited repair plan will involve the use of (22) IMG Model PP21617-34 push piers, located according to the design accompanying this letter. It is not expected that 2 full recovery of the house to as -built conditions or to a fully level, true and plumb state is achievable or even desirable, as such work would likely result in more damage than would be repaired. The underlying/surrounding soil is considered capable of providing long-term support for the selected systems. Adjustment of installed components may occasionally be required after installation and minor settlement or movement (less than 1") should not be considered a defect, as post -construction adjustments are considered common and typical. Construction and Materials Information: Seismic activity is not considered to be a significant factor with respect to this project. Frost depth is considered as 36" for this project; check with the Building Department if there is any question. All structural concrete shall be Type 2, Sulfate -Resistant, of a strength specified by the accompanying design, or if not stated, 3,500 psi compressive strength. Typically, slabs, such as basement floors and driveways, are not considered structural. Below -grade steel shall be galvanized or coated with a heavy tar layer to prevent excessive corrosion. Unforeseen site conditions occasionally arise, often when buried obstacles are encountered. Movement of any pier or brace laterally up to 12 inches is authorized; greater movement requires contact with this engineer. Substitution of helical piers for push piers and vice versa is authorized as long as original pier spacing and design capacity is maintained. Minimum helical pier torque is 4,000 foot-pounds; minimum push pier installation pressure is 3,500 pounds prior to observable foundation lift. Deviation from the minimum value requires consultation with the engineer. Interior basement pier installation may require use of a single HSS 6"x6"x1/2"x8" steel spacer, or two HSS 4"x4"x3/8" x 8" spacers, side -by -side, to provide clearance for the floor slab. Piers may be installed on the interior or exterior of the foundation, with coordination and permission of the homeowner. Subsurface Drainage: No new or additional subsurface drainage elements are required by this document. If an existing drain is encountered, care must be exercised in preventing its damage, and if damaged, it must be restored to an operational condition. Repairs to foundation drains typically require inspection and approval by the Building Department. Groundwater is not expected to be a significant consideration relative to this project; however, groundwater elevations usually fluctuate seasonally, and mitigation of high groundwater is not within the scope of this project. Surface Drainage: Poor drainage is associated with many foundation problems. Property owners and builders are cautioned that water accumulation around foundation elements is a primary cause of structural and floor slab distress within homes. Foundation and slab movement under virtually all conditions can be minimized by maintaining a stable moisture content within the soil under and around the foundation. Subsequent to, and not included within this project, the following guidelines are considered vital, as proper surface drainage is a crucial part of a home's moisture defense system: • The soil surface should be sloped away from the foundation at a minimum slope of one foot in ten, for a minimum of ten feet along all sides of the structure. Areas of ponding must be eliminated. • Roof gutters should be employed, and all downspouts must discharge well away from the foundation, either into a suitable drainage system or into a properly constructed drainage swale. • Landscaping requiring watering within five feet of the foundation should be eliminated, or watered sparingly with drip systems. • Use of plastic sheeting in landscaped areas near the foundation is regarded by most experts as detrimental to the overall, long-term performance of foundations. We discourage its use as well. Backfill: Backfill, if any occurs as part of this project shall be performed accordingly: Backfill against foundation walls should not contain heavy, expansive clays, large rocks, organic materials, mud, ice or snow. Density of backfilled soil against foundation components should be 85% Standard Proctor density (ASTM D698) and soil supporting concrete slabs or other structural elements should be 95% density, at a minimum, and must be performed by mechanical means. Water flooding is prohibited. Conclusion and Limitations: This report is valid only for the address and the project scope listed, by the client listed above. The observations described in this document are valid for the date of the observation and have been made under the conditions noted in the report. Use by any other entity or for any other purpose is prohibited, without the express, written consent of the undersigned engineer. This report is based on published and anecdotal information; variations from the anticipated the soil profiles may be encountered; contact the engineer immediately if they are discovered. This report does not cover geological hazards, such as slope stability or landslide. Such investigations require extensive investigative techniques and are well outside the scope of this report. Should such information be desired, contact the engineer for guidance. This report does not express or imply any warranty of the future performance of the structure or drainage condition. This report should not be considered a warranty of condition, and no warranty is implied. The opinions and recommendations presented in this report are based solely on visual observations available for viewing at the time of the site visit and information, if any, provided by the Client and/or their representative(s). We are not responsible for conditions that were not within the scope of our services at the time of inspection. We did not undertake or perform any destructive or invasive testing. No additional subsurface testing, material testing, calculations, nor monitoring over time of the conditions presented in this report are included in this project, but may be obtained, if desired, under separate agreement. Not included in this site visit was a review of the architectural, mechanical, electrical, plumbing, cosmetic, landscaping, drainage or structural conditions, other than those items specifically discussed, nor a comprehensive review of compliance with applicable building codes. The work covered by this project is not held out as being a complete repair for all known or suspected structural or foundational issues within the building; its scope has been limited to that work described within this report with the full knowledge, understanding and cooperation of the homeowner and/or their designated representative. Other work may be justified or needed, but, work not included within this report is outside the scope of this repair project. If additional work is required at a future date, it will be under a separate contract. APPROVED SUBJECT TO NOTED EXCEPTIONS 84 INSPECTIONS GARFIELD COUNTY BUtUD DEPARTMENT DATEgO,BY D FIELD COPY IfISMCTION WITf I THESE PLANS ON SITE Page Of 5'-O" MAX CORNERS eSAS>=MMNT 5'-0' MAX 6 CORNERS r6'-0' MAX, S'-0' MAX • CORNERS r O 6'-0' MAX • 6'•0' O 5 V-0' MAX 6'-0' MAK 6'-0' MAX V-0' MAX REPA 1 R LAYOUT SCALE. N.T.S ALL CONSTRUCTION IS TO BE IN ACCORDANCE WITH THE 2015 IRC AND ANY LOCAL CODES THAT MAY APPLY b'-O' MAX e:A11 b'-0. MAX 6'-0" 5'-0' MAX r coRNERS Condition of Permit: ENGINEER OF RECORD SHALL FIELD VERIFY INSTALLATION OF STRUCTURAL RESISTANCE DRIVEN PIERS AT UNDERPINNING OF EXISTING FOUNDATION/FOOTINGS. ENGINEER'S STAMPED APPROVAL REPORT IS REQUIRED FOR FINAL BUILDING INSPECTION. GRADING AND DRAINAGE IMPROVEMENTS MAY NOT BE PART OF THE CONTRACTED REPAIR WORK. THE CONTRACTOR 15 ENCOURAGED TO ENGAGE THE HOMEOWNER TO REMEDY THESE CONCERNS. EN61 NEER'S STATEMENT THE REPAIR 15 INTENDED TO PROVIDE RELIEF OF MINOR STRESS FRACTURES IN THE CONCRETE FOUNDATION WALLS, TRANSVERSE AND MISRATORY REFLECTION CRACKS IN MASONRY VENEER SYSTEMS AND SLOPING FLOOR SYSTEMS, AND AS A PREVENTATIVE MEASURE TO ENSURE CRACKS AND OTER DISTRCrZ THAT ARE rwz o r DO NOT WORSEN THIS PIERNG AND/OR WALL BRACING PRO.EGT IS NOT A GUARANTEE THAT FURTHER SETILBeNT OR WALL CRA:K1R, WILL NOT OCCUR IN ORER PARTS or me roux NOT INCLUDED IN THIS PRO.EGT, OR THAT SETTLEMENT OR MOVEMENT OF UNREPAIRED PORTIONS FILL NOT RESULT IN ADDITIONAL CRACKING IN THE REPAIRED SECTIONS. PROPER GRADING AHD DRAINAGE WILL HAP PROTECT THE REPAIR WORK FROM 5 GOMNG A CONDUIT FOR MOISTURE INTRUSION TO THE DEEPER SOIL. STRUCTURES REPAIWN6 A FOUSOATION SYSTEM IN A SUDDEN OR DRAMATIC FASHION USING TEGNddJES LIKE HELICAL PIERS, PUSH -PIERS, PRESSURE GROUTING, OR OTHER QIIGK-AGING LEVELING NE1140DOL05IE5 GAN HAVE ADVERSE EFFECTS, SUCH AS EXTENSIVE INTERIOR FINISH (DRYWALL) DAMAGE, CRACKS IN TLE FLOORS, EUGKLINS OR SEPARATION OF WOOD FLOORS, STICKING OR NONFUNCTIONAL DOOR AND WINDOW JAFHS, OR PERHAPS STRUCTURAL DAMAGE TO FLOOR AND/OR ROOF BEAMS FROM SUDDEN RE-STRE561145. 1'w1R.aJEGT ISMS 1 GN pAT.a. HELICAL PIERS: NONE PUSH PIERS: (22) WALL ANCHORS. NONE WALL BRACES: NONE SMARTJACKS: NONE 'PIER DEPTH WILL VARY. HELICAL PIERS SHALL BE INSTALLED TO 4,000 FOOT-POUNDS TORQUE, CONTACT ENGINEER IF THISTORQUE CANT BE AGHIEVED. PUSH PIERS SHALL BE INSTALLED TO REFUSAL. HELICAL PIERS MAY BE SUBSTITUTED FOR PUSH PIERS WITHOUT CONSULTATION WITH THE ENGINEER, AT THE SAME SPACING. CHANGING FROM HELICAL TO PUSH PIERS REQUIRES CONSULTATION WITH THE ENGINEER CODE DATA: GARFIELD COUNTY 2015 IRG/IBC 115 MPH WIND LOAD, EXP "C", 3-SEC OUST 50 P5F GROUND SNOW LOAD FROST 36', SEISMIC "B" FLOOR 4 EXTERIOR PECK LOADS: DEAD: 10 PSF LIVE: 40 P5F Hemelt, Joe R i[yla BLRE-80-20-6444 Foundation Repair L! 4343 CR 335, New Castle Sillivan Exemption, Lot 2 THESE PLANS ARE COPYRIGHTED 2020 ALL RIGHTS RESERVED. ANY SALE, REPRODUCTION, CREATION OF DERIVATIVE WORKS BASED ON THESE PLANS, OR USE OF THESE PLANS FOR ANY PURPOSE WITHOUT PROPER COMPENSATION TO AND THE EXPRESS WRITTEN CONSENT OF DESIGNER 15 STRICTLY PROHIBITED. JOB#: 20-513 N a 5- 0 0 L1 PAUL R. BRYANT, P.E. 2141 TROY COURT COLORADO SPRINGS, CO 80116 SHEET I OF 2 orrice- GOf-f ow* 00.1c0 11MLL DAD DODDOO DO MD &MI I�lA M12� e2/25 OD. x020 Mumma' VARMII lake FLAW 64 He[Dl NNI! DOODAD • ODD POLL LIDOOMIN MIMIC MVO. IDIVOD EP4644,MIXTPART 52011VM1120 - PDTES: L NR11.1414ATPl1AL. 1mRM454TS *OM- • ea IS r4 . 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IS !WNW) A6 01!LTODNG RAMP 0 ACGaONCE /61N ASTr4 LNxtl. s. TT4617P040O b MAW TO owe 0,4 A 1ISe64A4. OlSG*MT4'AI PICR,T004025-4SSW7114 HWI S EERAL. MIDOVI . Hq! OLMAUD WAIVO 14* MOM! AL! AVALA6t VON RL107T. BRACKET DETAIL GAP MAR 1R44AKI IOXPW 2 SE IONS BRACKET swoolve.t:: PROJECT DETAIL I MG PUSHPIER (PP2 I ei17--54) THESE PLANS ARE COPYRIGHTED 2020 ALL RIGHTS RESERVED. ANY SALE, REPRODUCTION, CREATION OF DERIVATIVE WORKS BASED ON THESE PLANS, OR U5E OF THESE PLANS FOR ANY PURPOSE WITHOUT PROPER COMPENSATION TO AND THE EXPRE55 WRITTEN CONSENT OF DESIGNER 15 STRICTLY PROHIBITED. JOB*: 20-515 PREPARED FOR: Z rZ W X l 0 W _� o So !L o 0 0 O z 00 id Q Q v W - (21 z r z V §Tr 0 m m _QUO wl jO VQ OWz 2O=G i=ro J tL 0 Wm OOp`Pt o Om VN LL 4- PAUL R. BRYANT, P.E. 2141 TROY COURT COLORADO SPRINGS, CO S0gIH SHEET 2 OF 2