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HomeMy WebLinkAboutFoundation Stabilization PlanDa erFOUNDATION STABILIZATION AT I56 GLIFFROSE WAY GLENWOOD SPRINGS, CO 8l60l OWNER: EVERETT - 35597 DL ENGINEERING ING. 9IOO W. JEWELL AVENUE LAKEWOOD, GO 80232 720,-440,-945fJ WWW.DLENGINEER.COM oo"'osngrzo21 REV. DATE t"' rzA JOB #:PAGE:CHECKED BY: 20.2,1-957l¡Sl-l or 6 DL BUILDER INFORMATION Foundation Repair of Western Colorado 2575Hwy6&50 Grand Junction, CO 81501 344 6202 SCOPE OF WORK 1. lnstall (8) push piers along the west foundation wall 2. lnstall (2) push piers along the north foundation wall LEGEND: GENERAL NOTES / LEGEND GENERAL NOTES GENERAL NOTES GENERAL NOTES FOUNDATION LAYOUT TYP. PUSH PIER DETAIL ACRONYMS INDEX OF SHEETS s1-1 s1-2 s1-3 s1-4 s2-1 s3-1 M.P. & H.P. #x MONOPOST & HELICAL PIER # LOAD ON PIER P.P. #x (E) (N) EXISTING NEW HELICAL PIER MONOPOST PUSH PIER WALL ANCHOR WALL BRACE CARBON FIBER (xxxx#) H.P. #x (xxxx#) M.P. #x HELICAL PIER # LOAD ON PIER (xxxx#) MONOPOST # W.B. #x PUSH PIER # LOAD ON PIER WALL BRACE # H.P = M.P. = P.P = W.A. = W.B. = C.F- = Design Griteria Building Code 201518C,2015lRC with Garfleld County Amendments Load Type Load Subcategory Load {psf} Dead Loads Floor 12 Roof 20 Walls '10 Live Loads Floor, Residential 40 Roof 20 Snow Loads Roof 40 Additional Design Criteria Load Type Load Subcategory Value Wind Loads Exposure Category C Ultimate Wind Speed 115 mph Seismic Loads Seismic Design Category B Site Class (per USGS)D Earth Load Soil Bearing Capacity (assumed)'1,500 psf W.A. #x WALL ANCHOR # C.F. #X CARBON FIBER # r 7 . 'i: 7a ä FOUNDATION STABILIZATION AT I56 GLIFFROSE WAY GLENWOOD SPRINGS, CO 8160l OWNER: EVERETT - 35597 oo"'ost1gt2o2l CHECKED BY:JOB #: Sl-2 or 6 DL20.21-9570 t"' rzA PAGE: REV. DATE: DL ENGINEERING ING. gIOO W. JEWELL AVENUE LAKEWOOD, GO AO232 720'440'9450 WWW.DLENGINEER.GOM General Notes: f . Con.strLrction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. 2. The contractor is responsible for the methods, means and sequence of all structural erection except when specifically noted otherwise in the construction documents. The contractor shall provide temporary shoring and bracing, providing adequate vertical and lateral support during erection. Shoring and bracing shall remain in place until all permanent members are placed and all final connections are completed. 3. The contractor agrees that, in accordance with generally accepted construction practices, the contractor will be required to assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety of all persons and property. This requirement shall be made to apply continuously and not be limited to normal working hours. The contractor further agrees to defend, indemnify and hold owner and engineer harmless from any and all liability, real or alleged, in connection witl"t tfr" performance of work on this project, exempting liability arising from the sole negligence of engineer. 4. Alãxisting sizes, dimensions and foundation damage shall be field verifled by the contractor and owner prior to construction. Discrepaniies with the construction documents shall be reported to the structural engineer for additional recommendations (if any)' S. per the owner's request, the contractor shall stabilize the structure only. No attempt shall be made to lift or plumb the foundation wall without approval for the owner and structural engineer. Field Verification 1. Contractor and Owner shall thoroughly inspect and survey existing structure to veriff dimensions, elevations, framing, etc' which affect the work shown on the drawings' 2. Report any variation or discrepancies to the structural engineer before work proceeding Foundation Desi 1. Soil conditions and types shall be verified by a Engineer during excavation. 2. All helical piles, push piers, helical anchor tiebacks, wall anchor tiebacks and connection hardware shall be designed and installed by supplier, such that they provide the minimum allowable capacities as indicated on the drawings. All capacities shown on the drawings are unfactored service loads and have not been reduced for live load reductions. 3. Design of individual and continuous footings is based on an assumed maximum allowable bearing pressure of 1500 lbs. per "qr"i" foot (dead load plus full live load), placed on the natural undisturbed soil, or compacted structural fill below frost depth. Steel Helical Piers: 1. Grip Tlte: Model GTRDS2875-0203 (round shaft) Helical Pier with FP3BA Retrofit Bracket 2. lnstall with Pro-Dig X9 torque head to a maximum of 4,800 ft-lbs torque. 3. pier depth is dependent on depth of bearing soil adequate to provide the specified torque resistance, therefore, depth is not specified. Pier to be advanced until torque is attained. 4. lnstallation torque serves as empirical verifications of pier capacity, yielding an onsite load test for each pier. Therefore, soils testing is not necessary for generating a theoretical capacity. 5. Piers shall be 8" minimum helical piers, installed at locations shown on the plans. 6. lt is assumed the each new pier will achieve penelration into bedrock or competent soil, and can be installed to the specified capacity. Should bedrock or competent soil not be reached within reasonable depth this office should be notified for further instructions. 7. Contractor is to maintain accurate pier depth and pressure / torque charts for each pier, showing depth and pressure / torque at each shafi section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during inspection. Charts shall be provided to engineer in final form upon completion. Special lnspections: 1. Special inspections shall be provided per the requirements in the UES Evaluation Report #391, Section 3.3 as well as the requirements of the 2018 IBC Section 1705.9' DL ENGINEERING ING. 9IOO W. JEWELL AVENUE LAKEWOOD, GO 80.232 720,-440.9450 WWW.DLENGINEER.GOM n E FOUNDATION STABILIZATION AT I56 GLIFFROSE WAY GLENWOOD SPRINGS, GO 8160l OWNER: EVERETT.35597 oo"'ost1gt2o21 REV. DATE:"'' lzil JOB #:PAGE:CHECKED BY: 20.21-9570 Sl-3 oe 6 DL E 7, /;tt Steel Push 1. Grip Tite: Push Pier with sleeve and bearing cap and with FP3BA Retrofit Bracket 2. lnstall with a calibrated hydraulic ram with known pressure-to-axial-force ratio. 3.. Pier depth is dependent on depth of bearing soil adequate to provide the specified pressure resistance, therefore, depth is not specified. Pier to be advanced until refusal is attained. 4. lnstallation pressure serves as empirical verifications of pier capacity, yielding an onsite load test for each pier. Therefore, soils testing is not necessary for generating a theoretical capacity. 5. Piers shall be push piers, installed at locations shown on the plans. 6. lt is assumed the each new pier will achieve penetration into bedrock or competent soil, and can be installed to the specified capacity. Should bedrock or competent soil not be reached within reasonable depth this office should be notified for further instructions. 7. Contractor is to maintain accurate pier depth and pressure / torque charts for each pier, showing depth and pressure / torque at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during inspection. charts shall be provided to engineer in final form upon completion. Cast-in-Place Concrete: 1 . All concrete design is based on the "Building Code requirements for Reinforced Concrete" (ACl 318-05/318R-05) All structural concrete shall have a minimum 28-day compressive strength as follows: 1.1 Footings: 3,000psi 1.2 Slab on Grade:3,500psi 1.3 Foundation walls: 3,000psi 2. Concrete shall be placed on proportioned utilizing Type 1 cement except, concrete exposed directly to soil shall use Type 2 cement. Concrete susceptible to freeze shall be formulated or maximum frost resistance in accordance with the ACI manual of Concrete Practice. 3. Cold weather and or hot weather placing procedures shall be provided, if conditions warrant, as recommended in the ACI manual of Concrete practice. Reinforcing Steel: 1. All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice. 2. Reinforcing bars shall conform to ASTM 4615-79 and shall be grade 60. 3. Except as noted on the drawings, minimum concrete protection for reinforcing shall be in accordance with ACI 18-05/318R-05. 4. No. 5 or larger reinforcing bars shall not be re-bent. 5. Welding of rebar is not permitted unless procedure is approved by the Structural Engineer. Structural Steel: 1. Structural Steel shall be detailed, fabricated and erected in accordance with 2010 AISC Specification for Structural Steel Buildings, and "Code of Standard Practices" 2005' 2. Structural Steel shall be confirmed to the following grades: 2.1 W- & WT- Shapes: ASTM A36, 4992 2.2 Plates & Angles: 436 2.3 HSS:ASTM A500 gr B 2.4 Steel Pipe:ASTM A53 gr B 3. All bolts shall conform to the ASTM 4325 except anchor bolts which shall conform to ASTM 4307. Bolt Size shall be %", unless noted otherwise on the drawings. 4. All welding shall be by a certified welder in accordance with ACIS and AWS specifications and recommendation. Structural Wood framing: 1. Except where noted othen¡rise, all 2" members shall be Hem-Fir No. 2 and better DL ENGINEERING ING. 9IOO W. JEWELL AVENUE LAKEWOOD, GO AO232 72o,-440'945f¡ WWW.DLENGINEER.GOM FOU NDATION STABTL¡ZATION AT I56 GLIFFROSE WAY GLENWOOD SPRINGS, CO 8160l OWNER: EVERETT.35597 t;:; a,: oo"'ost1gt2o21 REV. DATE: t"' ¡zA JOB #:PAGE:CHECKED BY: 20'2,1-9!57l¡Sl-4 or 6 DL /,/:: 2. Except as noted otherwise, minimum nailing shall be provided as specified in Table No 2304.9.1 "Fastening Schedule" of the lBC. All nails shall be common type, unless noted otherwise. 3. Unless noted otherwise, steel connectors such as those manufactured by Simpson Company, shall be used to join rafters, trusses, joists, or beams to other members at flush-framed conditions. Use maximum number and size of nails indicated in manufactures tables U.N.O. all nails holes shall be filled. 4. All multiple members shall be glued & nailed together. 5. All wood in contact with concrete or exposed to weather, shall be pressure treated Douglas Fir-Larch No. 2 or equal. 6. Structural members shall not be cut for pipes, etc. Unless specifically noted or detailed. Periodic surveys: 1. Periodic surveys of the supporled structures should be conducted to assure project success. The Owner should be responsible for annual surveys certifying project success. We would suggest that a baseline survey be conducted immediately' The owner shall submit all findings and reports to the structural Engineer. 2. lf vertical movement of the piers is discovered, the piers should be re-pressured. A representative of the Geotechnical Engineer should be present to observe the re-pressuring. A final report should be provided by the Geotechnical Engineer after observing the re-pressuring. Foundation Stabilization : 1. Although observed foundation damage typically does not pose an immediate health and hazard risk, delaying mitigation will likely make future repairs more difficult and costly. Furthermore, it has been our experience that once a structure begins rouing, it will likely continue to so (unless action is taken) resulting in further settling, heaving, unsightly cracks, doors/widows not functioning properly and possible foundation wall collapse. The extent and aggressiveness of the foundation repairs should be carefully considered by the Owner and will depend on their tolerance for risk, the possibility of future damage, and cost. 2. lf the owner chooses to do so the foundation could be stabilized only at visibly damaged locations and areas where movement is concentrated. Although this will address specific situations, it is possible that foundation movements will occur elsewhere. 3. lf the Owner chooses to do so, the entire foundation could be mitigated. A general system repair, although more costly, would greatly reduce the risk of future foundation damage and movement. lt is our understanding that the Owner would not like to pursue this repair option. Site Drainaoe: 1. We believe that the moisture around foundation elements must be controlled for the useful life of the building. Lack of proper drainage is often a contributing factor to foundation damage observed. lt is our opinion that site drainage around the structure must be maintained such that precipitations will quickly drain away. The use of proper slope slabs-on-grade, moisture barriers, swales and surface/subsurface drainage systems are strongly recommended. Extension should be attached to properly function downspouts and roof drains discharge a minimum of 10 feet away from the structure. Site vegetation: 1. We believe that vegetation around the perimeter of structqres can eventually lead to foundation movements. Vegetation can hold moisture in soil and create excessive pressure on the foundation system. ln order to reduce the risk, bushes, shrubs and trees should be carefully removed by an experienced professional. Care should be taken to not further disturb or damage the existing foundation system. 2. planters and other surface features which could retain water should be eliminated and properly graded to reduce the possibility of moisture infiltrating around the foundation. lrrigation systems and excessive moisture adjacent to structures can introduce unwanted moisture, possibly resulting in settling and or heaving. The Owner should consider removing irrigation systems or simply not use them. Disclaimer: L ln as much as the site review of an existing structure for the purpose of observing the structure conditions requires that certain assumptions be made regarding existing conditions and because some of these assumptions may not be verifiable without expending additional sums of money or destroying othenruise adequate or serviceable portions of the building, the Client agrees that , except for negligence on the part of the Engineer, the Client will hold harmless, indemnify and defend Engineer from and against any and all claims arising out of the professional services we have provided. DL ENGINEERING ING. 9IOO W. JEWELL AVENUE LAKEWOOD, GO 40.232 720-440-945f¡ WWW.DLENGINEER.GOM 7 FOUNDATION STABILIZATTON AT I56 GLIFFROSE WAY GLENWOOD SPRINGS, GO 8160l OWNER: EVERETT - 35597 i¡i D^rE ostigt2o2l REV. DATE: ,r, Iz'A JOB #:PAGE:CHECKED BY: 202'l-957lJ S2-'l or 6 DL 7 "lt . (E) GARAGE/ SLAB ul u3-o9r= o#(J o'16' :tt 4 o- (\¡:tti o- ô N FRONT OF HOUSE 6'-0"3'-0' (E) FOOTTNG WALLS FOUNDATION LAYOUT r=-E ffi = M.P. t =H.P.&M.P O = H.P. ! = P.P. 3' P.P. #3 P.P.H P.P. #5 P.P. #6 (11 P.P.#7 P.P. #8 P.P. #9 (N) P.P. #10 o (Ð OI¡* OIt- o I ¡r o I F- o ¡- oI t'.- OIt* NOTES:T. STE SHEETS 51-1 THROUGH 51-4 FOR GENERAL NOTES. 1 1/16" = 1'-0" FOUNDATION STABILIZATION AT I56 GLIFFROSE WAY GLENWOOD SPRINGS, CO 8160l OWNER: EVERETT - 35597 Ð t/t:: DñÊ'ost1gt2o2'l REV. DATE CHECKED BY:JOB #: 20.21-9,57l¡ PAGE: DL t"' rzA S3-l or 6 DL ENGINEERING ING. gIOO W. JEWELL AVENUE LAKEWOOD, GO AO232 720-44o'945fJ UN'UW.DLENGINEER.GOM 1'0' (E) FOUNDATION WALL 2" ICF PP BRACKET FP3BA FIELD VERIFY o. (E) FOOTTNG (N) PUSH PIER, SLEEVE AND BEARING CAP P/N; IMG PP21617-34 I-_I (E) CRAWLSPACE 1 TYP. PUSH PIER DETAIL 1" = 1'-0"