The URL can be used to link to this page

Home My WebLink AboutEngineer's Design 04.05.2020Paul R. Bryant, P.E. 2141 Troy Court Colorado Springs, CO 80918 Phone: 719 330.3885 E-Mail: pibryant23 ooutlook.com Job # 20-501 Foundation Repair of Western Colorado 2575 Highways 6 & 50 Grand Junction, CO 81501 Soil Evaluation and Structural Repair Plan for Jay Phillips 354 Sun King Drive Glenwood Springs, CO 81601 5 April 2020 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 1973; it consists of a one-story home with a walk -out 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. The damage to be mitigated by this limited repair project will be to address a condition of settlement of the north and east sides of the home, which could exceed 2" in total. The foundation walls do not appear to be severely cracked but cracking and distortion of surfaces and finishes are present. Basement finishes and exterior coverings obscure a direct view of most foundation surfaces. Cause of Damage: It is our opinion the damage has resulted from inadequate foundation design and construction, exacerbated by long-term settlement of the supporting soil. 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. Excess lateral stress, often from the same causes of settlement, are often associated with foundation wall cracks. Soil Profiles: The soil at this site consists of the Showalter-Morval complex. This soil profile exists in sloping locations as alluvial fans and consists of linear horizons of loam, stony & cobbly loams and a variety of clay loams, all derived from basaltic alluvium. While typically stable in an undisturbed state, the loams with low percentages of stone and cobbles tend towards instability in the presence of high soil moisture contents, while creating high lateral soil pressures, due to high clay contents. Development work during construction can leave pockets of poorly compacted soil, and backfill around foundations is prone to settlement, creating conditions for water accumulation with ensuing foundation problems. Typically well -drained, a shallow water table is not expected to be a factor, but could exist seasonally if poor drainage exists at or near a structure. Depth to dense material could exceed 20 feet, but local cobbles can interfere with installation of piers. Lateral movement a short distance will often allow the obstruction to be bypassed. Project Scope: This limited repair plan will involve the use of (10) IMG Model PP21617-34 push piers, located according to the design accompanying this letter. It is not expected that 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. Deviations from minimum values require 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 riot 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 INSTALL (1) PUSH PIER AT EACH CORNER OF CHIMNEY. SUBJECT TO NOTE: D EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILD G DEPARTMENT DATE 40 BY D S'-0" MAX • CORNERS ELC COPY NO INSPECTION WITHOUT THESE PLANS ON SITE Page Of 6'-0' MAX V-0' MAX MATS 6'-0" MAX REFAIR LAYOUT SCALE: N.T.S ALL CONSTRUCTION 15 TO BE IN ACCORDANCE WITH THE 2015 IRO AND ANY LOCAL CODES THAT MAY APPLY GRADING AND DRAINAGE IMPROVEMENTS MAY NOT BE PART OF THE CONTRACTED REPAIR WORK. THE CONTRACTOR 15 ENCOURAGED TO ENGAGE THE HOMEOWNER TO REMEDY T1-1E5E CONCERNS. Refer to plan attachments for Garfield County Building Requirements and comprehensive list of Plan Review Notations. EN&INEER'5 STATEMENT TTE R1'PAR S !DEWED TO PROVIDE FaIe OF MNOR STAG FRACTURES IN TFE WEAVE FOUOATION PALLS, TR NSV9EY AND M6RATORY REFLFLTILN CRACKS N MASC RY VEI!®R SYSTEM NO 5.0P916 FLOCK SYSTEM, ARD AS A PIEAENTATNE FIFAEUE TO BELRE CRACKS AND ODER DISTRESSES THAT ARE PRIMER DO rim - mono. TNK MIMES ARIV R'RAU_ BRACK!. PROJECT !S NOT A. OU4tAtpff TFUT REEFER. XTTLEER an 11,41 c7vrc.F M HILL NW cc TEE iH 0DR P: RR LP TY HOES PET FEUDED IN TES PRO.ECT, OR TEAT'eRLEER OR MOVEMENT OF UEDI4RED PORTIONS VC- NOT RES.1T N ALMON& GRAM* N THE REPAIFIED SECTIONS. PROPER SRADVS NO DRAMS! MILL MP PROTECT TM WAR l'O K PROM EEC EINS A CONDIT FOR MOISTURE IMTNSION TO DE DEEPER SOIL STRIGTLRES REMICHE A PO/CATION SYNTE1 IN A WOVEN OR DRAMATIC FASHION ISMS TECORZES LIKE FEUDAL PIRSIS, PU5f1-PIEFS,, RIB 6RDVNNS, OR ODER GLICK-AGTIFN LEMURS FIRGDOL061E5 CAN NAVE ADM/EE BT5'TS, SUCH A6 EMTBMIVE INTERIOR FINSE (GRYl41) DAMASE CRACKS IN TILE FLOCKS, PUMAS OR e'ARATIGN O' MOD FLOORS, STIAONS OR NbMLNCTIGNAL DOOR NO MICE JAMBS, OR F emn 5TIECTURAL DAMM6E TO FLCICR ARV/OR ROOF SEAM FROM SAL:84 RE-STMEN6. Ea1�O JEGY S I 4:5N raA1 A HELICAL PIERS. NONE PUSH PIERS: (10) WALL ANCHORS, NONE MAU_ BRACES, NOW SMARTIAGKS, NONE "PIER DEPTH WILL VARY J4EI.ICAL PIERS SHALL BE INSTALLED TO 4/000 FOOT-POUNDS TORQUE, CONTACT ENSINEER IF THI5TOROLE GANT BE ACHIEVED. PUSH PIERS SHALL BE INSTALLED TO REFUSAL. HELICAL PIERS MAY BE 5115.5TITUTED FOR PUSH PIERS WITHOUT CONSULTATION WITH THE ENGINEER, AT THE SAME SPAGIN6. C.HANSIN6 FROM HELICAL TO PU5F1 PIERS REQUIRES CONSULTATION WITH TM EN61NEER 2015 IRG/IBG 115 MPH WIND LOAD, EXP 'G', 5-SEC &UST 50 P5F &ROUND SNOW LOAD (UF TO ap00 FEET 1 6LBI600P 5PROS i5 P5F (g000 FT), 100 PS' (I0,000 FT) SEISMIC B, FROST 56'(UP TO 5,000 FT i SLEWOD SPRISD, 45' ABOVE 6,000 FT rj., EXTBOJOR OE0K LOADS.. DEAD. 10 P5F LIVE. 40 P5F THESE PLANS ARE GOPYRI6HTED 2020 AU. R OHM RESERVED. ANY SALE, REPRODUCTION CREATION OF DERIVATIVE WORKS BASED ON THESE FLANS, OR U5E OF THESE FLANS FOR ANY PURPOSE WITHOUT PROPER COMPENSATION TO AND THE EXPRESS WRIr1EN CONSENT OF DESIENER 15 STRICTLY PROHIBITED, J050: 20-501 z rz g ,l_ A ce O- U1 zo a zre 2ot� d 1.Q T- PAUL R. BRYANT, P.E. 2141 TROY COURT COLORADO SPRI1'465, GO eoala SHEET I OF 2 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. BLRE-08 20-6434 q7 ro SA 0 C9 L =1 itg C CA*J L J CV L co C3. � CO y CO CO CO 0 CO LL C I Wm 00=2 NU "".A. - Pt. n"Ln•Ys. MW RNMU1Ile n Wow. OrlD was Anil a WoI IOW olive ITN CO -1!H' o am I uL12 AI1u11 1 ALL1MOR 10a M AKDMMR MU NO OI WOW MIL MM OMMI MI MONIER A MAI rum owe A twin momwo o MAMMA el PAM2/22. WO NO Wm 1M11X OR M'MOM1M. PYr OLL•Olr VAL 0111 -0! AGAIAVIICA NM MIN 413. MAPIMK AV'r MID ID IUDtP M'AM11YOMAMR roOSIrYR rift rim wpm MR PAR241.11.4.2012112 A T .I IlrMM:R r RMOrMILCII1m0 RAM MMLDRW101MMMIMrMA RAI* MN RAs* A AM 0d9MRr HAFT 10 UM M AMONG 00[21221FI1r A SOW VA IOIYL Pl. IawT roe MAMA IMlvs•. x2 MIX Alte 2127UOIAL2*02 WARM MOM rani t! NUN FLAW AU earn OOP MVO MAT RiGLLMOrO11020.-5 AW nLfRa Ia n nPLATC 1tC Mr'Rl' TSMS aIMAN EWEN 21CW Mk MIA "MCA. /C111sIMA11AO ROA'w1Y.YU was MVtOMIN MRL{W OBI IKON 16ATM WWI. Garda t0Ili nt 124021Vall}MAINLY MA=ao M11RiH�e 4=0.42 �1K1r1AOML M210RU MM1AASY IOIR OMMMmL �LMOAOA>!r PALL IRIOOMMMIa MIME Mat. 01.0A/r2.M.2 WO MAW MA 0 RAOMIOM/iWr MAMM1AA NL W MOW/ UMW /101L7•LtpiallYMN7RroNl�/rt,F'µ,�Rr OM[1111rP. GRIP TITS -HELICAL PIER (RnS2875) MWMrMInfPr. AM1 AAA MINA"MaN - et�n•nr W1.22/2ly-�AI1IyNaNC w4l C YAIHo!►1.1rr Y/Y egg/ r IVLIM Mend. OW M111 mom OI-�V UM Wrw-2.•22 waaW WY* 2.22I1204.0011 1 Hobos 1 ALL rumA. 10 AO0ooI12 MO NOM 1Msrre O7•I LIMN MI MOM A MAMA OAAA NO AMID__YMKLN Olio[ RAM Ira 011 WM, IALVir ■ MGORW 02 MI11 MM AO. A Y r KM 121M MD mu MMr110 UMW MMM We, 622/211219. 4 MMOa IMr21RS1AMOr M IMP= MAW r AfOAO1YIM MM MI11 Ma n sammak•RNr toO MMAMIMIAA MAT* RR M n22IE9ogMIOAADm/i NU RIAU=UM MAME BRACKET Perm. I MG PUSH PIER (PP216.17-34) THEME PLAN. ARE COPYRIGHTED 2020 ALL RI6HT5 RESERVED. ANY SALE, NZ P.CFAOTION, CREATION OF DERIVATIVE WORKS BASED ON THESE PLANS, OR USE OF THESE PLANS FOR ANY PURPOSE WITHOUT PROPER GOMPRhSATION TO MD THE E PRE55 WRITTEN GOFUBIT OF DESI6HER 15 STRICTLY PROHIBITED. J0B4: 20-501 PAUL R. BRYANT, P.E. 2141 TROY COURT GOLORADO SPRRKS, CO 50915 SHEET 2 OF 2