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APPROVED BLD2023-0601+PLANS AND ENG LETTER+5.17.2023_11.29.59_AM+3550892NORTHWEST Cit Of Edmonds Provide SI reports to Y City inspector Buildina Department ENGINEERING GROUP Ms. Carley Davis RECEIVED Ram Jack West 862 Bethel Drive May 17 2023 Eu ene, OR 97402 g CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Re: Mr. Steve Abdo Site Inspection 22022 92nd Ave W Edmonds, WA Dear Ms. Davis, Work FOUNDATION REPAIR Address: 22022 92ND AVE W Owner ADBO --------------------_-_-_-____ Approved Date, 05/30/2023 Building Official ; arj & Ca_r_ ter- Permit Number; BLD2023-0601 REVISIONS DATE - PAGES - CHANGES REV1 REV2 REV3 REV4 REV5 May 16, 2023 ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE Per your request, a site inspection was performed at the above residence on May 3, 2023. The purpose of the site inspection was to provide a general assessment of the structural condition of the foundation at the residence. The inspection was strictly visual and limited to the exposed areas of the structure. Documents detailing the construction of the residence were not available for review. The residence is estimated to be approximately forty-eight (48) years old and for orientation purposes is assumed to face east. Image 1: Front Elevation The residence is a one-story wood framed structure with a basement. The residence has wood siding covering the exterior walls. The foundation of the residence, in the area of work, is a slab on grade. The roof consists of composite asphalt shingles and has rain gutters on all sides of the residence. The interior walls of the residence are constructed of sheetrock. The interior floor covering consists of carpet, vinyl, and exposed concrete. Removal of any floor or wall coverings to inspect for cracking was beyond the scope of this investigation. P.O. Box 10393/ Eugene, OR, 97440/ 541.393.7363 / WWW.NWENGGROUP.COM Mr. Steve Abdo May 16, 2023 Site Inspection Page 12 22022 92nd Ave W Edmonds, WA GEOLOGICAL SETTING AND SOILS Preliminary soil data was obtained from the Web Soil Survey from Natural Resources Conservation Service produced by the United States Department of Agriculture. This soils survey indicates that the primary soil at the residence is classified as Alderwood-Urban land complex. This soil has a moderate infiltration rate and a moderate rate of water transmission. Alderwood- Urban land complex has a low shrink -swell potential with a maximum Plasticity Index of 5. The geologic setting in this area is comprised of deposits of clay, silt, sand, pebbles, cobbles, and boulders defined as Fraser Glaciation Till (USGS National Geologic Map Database). According to Washington Geologic Information Portal, the site is considered a low landslide hazard and is relatively flat. It is our opinion that the settlement is a result of improper foundation drainage, poor soils conditions, and/or undersized foundations. We believe that a suitable support can be achieved by installing helical piles. Based on the site conditions, a full geotechnical report is not necessary. OBSERVATIONS Vegetation around the residence consists primarily of grassy areas with some small to large shrubs. The residence does appear to have a sprinkler system. The surface grades on the south and west sides of the residence appear adequate to drain water away from the foundation. The surface grades on the north and east sides of the residence appear to be negatively sloped toward the foundation. Ponding water was observed on the northeast corner of the residence near the property line, which is noted on the attached Foundation and Elevation Assessment Plan (SK-1). Some evidence of foundation movement was observed during the inspection which is noted on the attached Foundation and Elevation Assessment Plan (SK-1). The evidence consisted primarily of grade beam cracks and sloping floors. Relative floor elevations were provided by Northwest during this investigation. The floor elevations were taken on May 3, 2023 with a Ziplevel. The Ziplevel is a pressurized hydrostatic altimeter and works by measuring the difference in elevations between the base unit and the handheld unit. The basepoint was reportedly set to 0.0 inch and located near the entrance of the garage. Negative elevations referenced are below the basepoint, and positive elevations are higher than the basepoint. The lowest point was recorded near the northeast corner of the garage. The high point was recorded near the northwest corner of the residence. The elevation differential between the low and high points of the residence was found to be about 6 % inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan (SK-1). RECOMMENDATIONS We recommend a total of eight (8) helical steel piles be installed at the residence. Pile locations are shown on the Foundation and Elevation Assessment Plan (SK-1). The steel piling system used should have an evaluation service report (ESR) recognized by ICC-ES showing compliance with the currently adopted International Building Code (IBC). The steel piling system should also have a minimum allowable working load of 12.0 kips and be capable of uniformly raising the foundation as applicable. The minimum installation torque is 3,400 ft-lbs. P.O. BOX 10393/ Eugene, OR, 97440 / 541.393.7363 / WWW.NWENGGROUP.COM Mr. Steve Abdo Site Inspection 22022 92"d Ave W Edmonds, WA May 16, 2023 Page 13 The purpose of underpinning the foundation is to support portions of the structure that have experienced some differential settlement. The underpinning piles are designed to support the structural loads in the immediate areas where they are placed and not to prevent uplift from soil heave. Maintaining uniform moisture around the foundation is very important. The landscape grades around the residence should be maintained to slope away from the residence where required. The landscape grades should slope away from the foundation at a minimum of %" per foot for six (6'-0) feet. The top soil should extend a minimum of one (1'-0) foot above the bottom of the grade beam and should not extend above four (4") inches below the bottom of the siding. All new fill soil should be clayey sand with a minimum Plasticity Index (PI) of twenty-five (25). Watering the soil around the foundation is also important during dry periods to help maintain uniform moisture in the soil. This concludes this report. Observations made in this report pertain to the condition of the residence on the date of the inspection which is subject to change. No foundation warranty is expressed or implied by this report. If we can be of further assistance or should you have any questions about this report, please do not hesitate to contact us. Sincerely, Andrew Van Meter, E.I.T. Engineering Technician ` F 57483 Darin Willis P.E. Managing Principal Attachment: Site Plan (SK-0) Foundation and Elevation Assessment Plan (SK-1) Ram Jack Helical Pile Detail with 4038 Bracket at Exterior (SK-2) Footing & Pile Calculations Ram Jack 4038 Bracket Shop Drawing Ram Jack 2 7/8" Helical Pile Specification P.O. BOX 10393.E Eugene, OR, 9 440 54j.:393r7363,� WORK AREA PONDING WATER PROPERTY LINE 165' + — — 45' +/- + lo co W Z 22022 92ND AVE W C° J ry I W n I Z_ � n ? I � W 65' +/- O ENTRY + PROPERTY LINE 165' +/- TREE PRESERVATION NOTES: SITE PLAN 1. ALL HOLES ARE EXCAVATED NEXT TO THE STRUCTURE FOUNDATION w/� 2. THE TOTAL AREA OF EXCAVATED HOLES < 32 SQFT WAsy�yo/J, SITE PLAN NOTES: y 1. ALL DIMENSIONS ARE APPROXIMATE AND SHALL NORTH NOT BE USED FOR LEGAL PURPOSES. 57483 o�Fs�f TER\�� NORTHWEST STEVE ABDO SHEET: 22022 92ND AVE W SK-0 ENGINEERING GROUP EDMONDS,WA P.O. BOX 10393 SCALE: DATE: EUGENE, OR 97440 (541) 393-7363 1120" = T-0" 1705/16/2023 ADDITION (PIER & BEAM) �N L. W P pF W Ash, 57483 LIVING AREA (PIER & BEAM) ENTRY EXTENT OF 2ND STORY NOTE: -- STRUCTURE HAS BEEN LIFTED OFF FOUNDATION AND SHORED AT NORTHEAST CORNER OF THE GARAGE. MINIMAL LIFT BY PILES UNTIL AREA IS LOWERED AND REATTACHED TO FOUNDATION (TO BE DONE BY OTHERS). WINDOW (TYP) +Y4" +Y4" LIVING AREA W / 2ND STORY (SLAB -ON -GRADE) Y4 of, 00" 34„ 2-CAR GARAGE W / 2ND STORY (SLAB -ON -GRADE) -3 Y„ 2-CAR GARAGE (SLAB -ON -GRADE) -3" -2 %" -6 y„ CHIPPED FOUNDATION %6" GRADE BEAM CRACK o WOODEN FENCE $" GRADE BEAM CRACK O 0 i� BRICK FACADE I 01 ®02 03 x (Tl'P) fit" 10'-0" 10'-0" 1-o PONDING WATER (TYP) FOUNDATION & ELEVATION ASSESSMENT PLAN y6" GRADE BEAM CRACK LEGEND NORTH %4" - - - - SLAB ELEVATIONS TAKEN BY NW ENG GROUP ON 05/03/2023 ® - - - - HELICAL STEEL PILE (12.0 KIP CAPACITY) RE - - - - HELICAL STEEL PILE THROUGH ASPHALT / CONCRETE (12.0 KIP CAPACITY) - - - - L6x6x3/8" x 3'-0" STEEL ANGLE 5: w J w Z_ 0 N EXISTING CONCRETE FOUNDATION EXISTING CONCRETE SLAB� L6"x6"x 8" x 3'-0" STEEL ANGLE (LOCATION PER SK-1) EXISTING EXTERIOR WOOD FRAMED WALL BRICK FACADE (IF APPLICABLE) APPROXIMATE EXTERIOR GRADE ELEVATION, SOIL OR CONCRETE PAVING. (VERIFY EXACT CONDITIONS 4.q - IN FIELD) TABLE 1 PILE MIN. PILE HELIX BRACKET SERVICE INSTALL. DIA. CONFIG. LOAD TORQUE 4038 2 %" 10" 12.0 KIP 3,400 FT-LBS SAFETY FACTOR = 2.5 oP pE WA c �= 0 57483 'l EXTENT OF EXISTING X FOOTING BEYOND � w � W Q J CHIP -OUT POCKET IN EXISTING FOOTING FLUSH WITH FOUNDATION WALL AS NEEDED TO INSTALL I BRACKET. I' BRACKET MUST SUPPORT THE BOTTOM OF THE FOOTING AND SHALL NOT RELY ON POST -INSTALLED I ANCHORS FOR GRAVITY SUPPORT. HELICAL PILE (REF. TABLE 1) TO BE INSTALLED ON EITHER SIDE OF FOUNDATION WALL I TYPICAL HELICAL PILE DETAIL @ EXTERIOR GRADE BEAM NORTHWEST ENGINEERING GROUP P.O. Box 10393 Eugene, OR, 97440 Design Loads• Dead: Roof = Second Floor = First Floor = Garage = Walls = Soil = Live: *Roof snow = *Roof live = Second Floor = First Floor = Garage = Foundation dimensions: h= bw = b= hf = Vertical Design Loads: Tributary Widths: Roof = Second Floor = First Floor = Garage = Walls = Soil = Foundation self -weight = Live: PILE CALCULATION Date: 5/16/2023 Designer: Darin Willis, P.E. Project: Steve Abdo 22022 92nd Ave W Edmonds, WA Piles 01-03 15 psf 25 psf 25 psf 50 psf 20 psf 120 pcf 25 psf 20 psf 40 psf 40 psf 40 psf 24 in 6 in 22 in 6 in bw��y''� b 5 ft » 75 plf 0 ft » 0 plf 0 ft » 0 plf 4 ft » 200 plf 9 ft » 180 plf 1 ft2 » 120 plf » 250 plf DL 825 plf Roof = 5 ft » 125 plf Second Floor = 0 ft » 0 plf First Floor = 0 ft » 0 plf Garage = 4 ft » 160 plf LL 285 plf (without roof LL) LL 160 plf Page 1 NORTHWEST PILE CALCULATION Date: 5/16/2023 ENGINEERING GROUP Designer: Darin Willis, P.E. ASD Loads: Load, wZ = IDL + ILL 985 plf (comb.#2 -without roof LL) OR Load, w4 = IDL + ILL(0.75) 1039 plf (comb.#4 -with roof LL) Max. load w ASD= 1039 plf Pile spacing (91) = 10 ft = Pile Working Loads: Pile Service Load, PTA= 10388 Ibs Pile Design Load = 12000 Ibs Pile Ultimate Load, Pui.T = 30000 Ibs 120 in (wall load x pile spacing) *Safety Factor of 2.5 Applied Minimum pile installation torque Q.I,- Tmd» — K. Required ultimate soil capacity (Quit) = 30000 Ibs Pile 0 = 2 7/8" Torque factor (Kt) = 9 Minimum pile installation torque, (Turin) = 3400 ft-Ibs Bracket= 4038 Bracket Allowable Capacity = 19,700 Ibs Page 2 NORTHWEST ENGINEERING GROUP P.O. Box 10393 Eugene, OR, 97440 Design Loads• Dead: Roof = Second Floor = First Floor = Garage = Walls = Soil = Live: *Roof snow = *Roof live = Second Floor = First Floor = Garage = Foundation dimensions: h= bw = b= hf = Vertical Design Loads: Tributary Widths: Roof = Second Floor = First Floor = Garage = Walls = Soil = Foundation self -weight = Live: PILE CALCULATION Date: 5/16/2023 Designer: Darin Willis, P.E. Project: Steve Abdo 22022 92nd Ave W Edmonds, WA Pile 4 15 psf 25 psf 25 psf 50 psf 12 psf 120 pcf 25 psf 20 psf 40 psf 40 psf 40 psf 24 in 6 in 22 in 6 in bw��y''� b 5 ft » 75 plf 0 ft » 0 plf 0 ft » 0 plf 4 ft » 200 plf 9 ft » 108 plf 1 ft2 » 120 plf » 250 plf DL 753 plf Roof = 5 ft » 125 plf Second Floor = 0 ft » 0 plf First Floor = 0 ft » 0 plf Garage = 4 ft » 160 plf LL 285 plf (without roof LL) LL 160 plf Page 3 NORTHWEST ENGINEERING GROUP ASD Loads: Load, w2 = IDL + ILL Load, w4 = IDL + ILL(0.75) Max. load w ASD= PILE CALCULATION Date: 5/16/2023 Designer: Darin Willis, P.E. 913 plf (comb.#2 -without roof LL) OR 967 plf (comb.#4 -with roof LL) 967 plf Angle Cantilevered or Simply Supported? Cantilevered Concrete Analvsis: ACI 318-14 LFRD Loads: Load, w1= 1054 plf (comb 1) Load, w2= 1222 plf (Comb 2) Load, w3= 1264 plf (Comb 3) Load, w4= 1126 plf (Comb 4) Max. load w LFRD= 1264 plf Max. beam span(e) = 5.5 ft = 66 in (Angle to corner) Mmax = wu*I2/8 = 57.34 in -kips = 4.78 k-ft Shearmax = (1/2)*wu*e= 3.47 kips Foundation Width, bw = 6 in Code Reference Foundation Depth, d = 22 in (h-2") ACI 14.5.1.7 Cross Sectional Area, A = 132 in Section Modulus, Sxb= 484 in Gross Moment of Inertia, Ig = 5324 in Assumed Conc, f'c = 2500 psi yt = 11 in Foundation Moment & Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,fr= 375 psi ACI 19.2.3.1 Cracking Moment, Mcr = 15.1 k-ft ACI 24.2.3.5 Flexure Reduction Factor, (V = 0.6 ACI 21.2.1 Design Moment, (�Mn = 6.05 k-ft OK ACI 14.5.2.1a & 14.5.2.1b Shear Strength, Vn = 8.8 kips ACI Table 14.5.5.1 Shear Reduction Factor, (� = 0.6 ACI 21.2.1 Design Shear, (oVn = kips OK Notes: 1) Foundation analysis is based on having an unreinforced section 2) When calculating member in strength in flexure, combined flexure and axial load, or shear, the entire cross section shall be considered in design, except for concrete cast against soil where the overall thickness shall be taken as 2 in. less than the specified thickness. (ACI 14.5.1.7) Page 4 NORTHWEST ENGINEERING GROUP Max. beam span(e) = Pile spacing (el) = Angle total length V2 = (el - e)*2) = PILE CALCULATION ft = 66 in 7 ft = 84 in ft = 36 in Date: 5/16/2023 Designer: Darin Willis, P.E. Pile Working Loads: Pile Service Load, PTA= 6767 Ibs (wall load x pile spacing) Pile Design Load = 12000 Ibs Pile Ultimate Load, PUNT = 30000 Ibs *Safety Factor of 2.5 Applied Deflection check Beam El = 3.88E+11 lb-in2 Live Load Deflection = 1.51E-05 in < 0.23 in OK Total Beam deflection = 0.000 in < 0.35 in OK Minimum pile installation torque Qu2 T.— Kt Required ultimate soil capacity (Quit) = 30000 Ibs Pile 0 = 2 7/8" Torque factor (Kt) = 9 Minimum pile installation torque, (Tmin) = 3400 ft-Ibs Bracket= 4038 Bracket Allowable Capacity = 19,700 Ibs Angle Size: L6X6X3/8 (Angle check below) Page 5 NORTHWEST ENGINEERING GROUP P.O. Box 10393 Eugene, OR, 97440 Design Loads• Dead: Roof = Second Floor = First Floor = Garage = Walls = Soil = Live: *Roof snow = *Roof live = Second Floor = First Floor = Garage = Foundation dimensions: h= bw = b= hf = Vertical Design Loads: Tributary Widths: Roof = Second Floor = First Floor = Garage = Walls = Soil = Foundation self -weight = Live: PILE CALCULATION Date: 5/16/2023 Designer: Darin Willis, P.E. Project: Steve Abdo 22022 92nd Ave W Edmonds, WA Piles 05-08 15 psf 25 psf 25 psf 50 psf 12 psf 120 pcf 25 psf 20 psf 40 psf 40 psf 40 psf 24 in 6 in 22 in 6 in bw��y''� b 13 ft » 195 plf 3 ft » 75 plf 0 ft » 0 plf 4 ft » 200 plf 18 ft » 216 plf 1 ft2 » 120 plf » 250 plf DL 1056 plf Roof = 13 ft » 325 plf Second Floor = 3 ft » 120 plf First Floor = 0 ft » 0 plf Garage = 4 ft » 160 plf LL 605 plf (without roof LL) LL 280 plf Page 6 NORTHWEST ENGINEERING GROUP ASD Loads: Load, w2 = IDL + ILL Load, w4 = IDL + ILL(0.75) Max. load w ASD= PILE CALCULATION Date: 5/16/2023 Designer: Darin Willis, P.E. 1336 plf (comb.#2 -without roof LL) OR 1510 plf (comb.#4 -with roof LL) 1510 plf Angle Cantilevered or Simply Supported? Cantilevered Concrete Analvsis: ACI 318-14 LFRD Loads: Load, w1= 1478 plf (comb 1) Load, w2= 1878 plf (Comb 2) Load, w3= 2067 plf (Comb 3) Load, w4= 1710 plf (Comb 4) Max. load w LFRD= 2067 plf Max. beam span(e) = 4.5 ft = in (Angle to pile) Mmax = wu*I2/8 = 62.79 in -kips = k-ft Shearmax = (1/2)*wu*e= 4.65 kips Foundation Width, bw = 6 in Code Reference Foundation Depth, d = 22 in (h-2") ACI 14.5.1.7 Cross Sectional Area, A = 132 in Section Modulus, Sxb= 484 in Gross Moment of Inertia, Ig = 5324 in Assumed Conc, f'c = 2500 psi yt = 11 in Foundation Moment & Shear Capacity Per ACI 318-14 Code Reference Conc Modulus of Rupture,fr= 375 psi ACI 19.2.3.1 Cracking Moment, Mcr = 15.1 k-ft ACI 24.2.3.5 Flexure Reduction Factor, (V = 0.6 ACI 21.2.1 Design Moment, (�Mn = 6.05 k-ft OK ACI 14.5.2.1a & 14.5.2.1b Shear Strength, Vn = 8.8 kips ACI Table 14.5.5.1 Shear Reduction Factor, (� = 0.6 ACI 21.2.1 Design Shear, (oVn = kips OK Notes: 1) Foundation analysis is based on having an unreinforced section 2) When calculating member in strength in flexure, combined flexure and axial load, or shear, the entire cross section shall be considered in design, except for concrete cast against soil where the overall thickness shall be taken as 2 in. less than the specified thickness. (ACI 14.5.1.7) Page 7 NORTHWEST ENGINEERING GROUP Max. beam span(e) = Pile spacing (el) = Angle total length V2 = (el - e)*2) = PILE CALCULATION ft = 54 in 6 ft = 72 in 3 ft = 36 in Date: 5/16/2023 Designer: Darin Willis, P.E. Pile Working Loads: Pile Service Load, PTA= 9059 Ibs (wall load x pile spacing) Pile Design Load = 12000 Ibs Pile Ultimate Load, PUNT = 30000 Ibs *Safety Factor of 2.5 Applied Deflection check Beam El = 2.96E+11 lb-in2 Live Load Deflection = 1.88E-05 in < 0.20 in OK Total Beam deflection = 0.000 in < 0.30 in OK Minimum pile installation torque Required ultimate soil capacity (Quit) = 30000 Ibs Pile 0 = 2 7/8" Torque factor (Kt) = 9 Minimum pile installation torque, (Tmin) = 3400 ft-Ibs Bracket= 4038 Bracket Allowable Capacity = 19,700 Ibs Angle Size: L6X6X3/8 (Angle check below) Page 8 Project Title: Engineer: Project ID: Project Descr: Steel Beam DESCRIPTION: Angle check for 3ft CODE REFERENCES Project File: Abdo Angle Check.ec6 Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Up o�1.510> �� L6x6x3/8 Span = 1.50 ft __II I` "I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 1.510 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.255 : 1 Maximum Shear Stress Ratio = 0.078 :1 Section used for this span L6x6x3/8 Section used for this span L6x6x3/8 Ma: Applied 1.699 k-ft Va : Applied 2.265 k Mn / Omega: Allowable 6.670 k-ft Vn/Omega : Allowable 29.102 k Load Combination D Only Load Combination D Only Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.004 in Ratio = 9756 —180 Span: 1 : D Only Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of MomentValues Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 1.50 ft 1 0.255 0.078 +0.60D Dsgn. L = 1.50 ft 1 0.153 0.047 Vertical Reactions Load Combination Support 1 Support 2 Overall MINimum 1.359 D Only 2.265 +0.60D 1.359 -1.70 1.70 11.14 6.67 1.001.00 2.27 48.60 29.10 -1.02 1.02 11.14 6.67 1.001.00 1.36 48.60 29.10 Support notation : Far left is #1 Values in KIPS %" BENT PLAT SEAT (ASTM A3E %" GUSSET PL (ASTM A36) 0 3X2'. SIDE VIEW FRONT VIEW 4038 SIDE LOAD BRACKET FASTENING STRAP w/ 1 "0 ALL -THREADS NOTES: 3.5" 0 BRACKET SLEEVE FY = MIN. 65 KSI 10" TOP VIEW LOAD CHART ULTIMATE PILE ASSEMBLY 39,400 LBS CAPACITY ALLOWABLE PILE 19,700 LBS ASSEMBLY CAP. (S.F. = 2) BEARING AREA 90 IN 1. HOT -DIPPED OR COLD -SPRAYED GALVANIZING OR POLYETHYLENE COPOLYMER THEMOPLASTIC COATING. 2. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING PROCESSES. 3. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE D1.1. 4. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY INDIVIDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, BRACKET, CASING, SOIL STRENGTH, AND BEARING STRATA, AS WELL AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE CAPACITIES COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING ON THE ABOVE FACTORS. 4038 BRACKET 2 %" 0 PILE w/ 0.216 WALL THICKNESS (Fy = MIN. 65 KSI) HELICAL PLATES A; REQUIRED FOR COMPRESSION ANC TENSION LOADS TYP. INSTALLATION NOT TO SCALE 2.875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION "D" E (TN 00l LEAD SECTION LEAD SECTION TABLE CAT. # "A" "B" "C" "D" 6125 5'-0 8" 6140 5'-0 8" 101, 6142 5'-0 101, 12" 6143 7'-0 101, 12" 6147 7'-0 8" 10" 12" 6148 7'-0 10" 12" 14" 6188 10'-0 10" 12" 14" * MULTI -HELIX ARE SPACED 3 DIAMETERS OF THE LOWEST HELIX. NOTES: nRn HELIX EXTENSION HELIX EXTENSIONS CAT # "A" "B" 8605-8 5'-0 8" 8605-10 5'-0 101, 8605-12 5'-0 12" 8607-10 7'-0 10" EXTENSIONS CAT # "A" 8602 2'-0 8605 5'-0 8607 7'-0 8610 10'-0 1. HOT -DIPPED OR COLD -SPRAYED GALVANIZING OR POLYETHYLENE COPOLYMER THEMOPLASTIC COATING. 2. LEAD AND EXTENSION SECTION LENGTHS ARE NOMINAL. 3. SHAFT MATERIAL IS 2%" O.D., 0.216" WALL, MINIMUM Fy=65 KSI AND Fu=80 KSI, ASTM - A500. 4. HELIX BLADE MATERIAL IS HOT ROLLED, MINIMUM Fy=50 KSI AND Fu=80 KSI CARBON STEEL. PLATE THICKNESS IS AVAILABLE IN %" AND %" THICKNESSES. 5. NOMINAL SPACING BETWEEN HELICAL PLATES IS THREE TIMES THE DIAMETER OF THE LOWEST HELIX. 6. MANUFACTURER SHALL BE ISO 9001:2015 CERTIFIED. 7. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE D1.1. 8. ALL COUPLING BOLTS TO BE %4' 0, SAE J429 GRADE 8 BOLTS.(SAE J429 GRADE 5 IF GALVANIZED). o o l 00 0 0 l A" EXTENSION MECHANICAL TORQUE RATING - 7,500 FT -LB ULTIMATE CAPACITY (COMPRESSION) - 67.5 KIP * ALLOWABLE CAPACITY (COMPRESSION) - 33.8 KIP *BASED ON A TORQUE FACTOR (Kt) = 9 ULTIMATE CAPACITY (TENSION) - 67.5 KIP ** ALLOWABLE CAPACITY (TENSION) - 33.8 KIP ** **BASED ON A TORQUE FACTOR (Kt) = 9 IR 3%2 N $ 1" O HOLES TO ACCEPT %" 0 THRU BOLTS 2% " O.D PILING CONNECTION DETAIL