Loading...
APPROVED BLD BLD2021-1585+Architectural_Plan+11.22.2021_10.35.43_AM+2532500NORTHWEST BLD2021-1585 ENGINEERING GROUP Ms. Carley Davis Ram Jack West RECEIVED 862 Bethel Drive Eugene, OR 97402 Nov 22 2021 Re: Ms. Nancy Chin Site Inspection 9007 196th St SW Edmonds, WA Dear Ms. Davis, CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT APPROVED PLANS MUST BE ON JOB SITE November 17, 2021 City Of Edmonds Building Department work r uU i i d a L 1 1 11 Z 1 o in Address OwnerChi n Approved Date 12/03/2021 Building Official Eri&Ca fw Permit Number BLD2021-1585 Per your request, a site inspection was performed at the referenced residence on November 4, 2021. 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 thirteen (13) years old and for orientation purposes is assumed to face south. Image 1: Front Elevation The residence is a two-story wood framed structure. The residence has masonry stone and wood siding covering the exterior walls. The foundation of the residence is a wood floor system supported by piers and concrete beams. 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, tile, and wood. 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 Ms. Nancy Chin Site Inspection 9007 196th St SW Edmonds, WA GEOLOGICAL SETTING AND SOILS November 17, 2021 Page 12 The geologic setting in this area is comprised of deposits of a nonsorted mixture of clay, silt, sand, pebbles, cobbles, and boulder, all in variable amounts (Till, Pleistocene) (USGS National Geologic Map Database). It is our opinion that the settlement is a result of improper foundation drainage 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. 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, which mostly consists of a gravelly sandy loam. 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. OBSERVATIONS Vegetation around the residence consists primarily of grassy areas with some small to medium shrubs. The residence does not appear to have a sprinkler system. The surface grades on all sides of the residence appears to be relatively flat. Areas of ponding water were observed on the north, south, and west sides of the residence. The areas of ponding are shown 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, sheetrock cracks, doors out of plumb, and sloping floors. Relative floor elevations were taken during this investigation 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 center of the north exterior wall of the residence. Negative elevations referenced are below the basepoint, and positive elevations are higher than the basepoint. The lowest point was recorded near the northwest corner of the residence. The high point was recorded near the northeast corner of the living space. The elevation differential between the low and high points of the residence was found to be about 4 inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan (SK-1). RECOMMENDATIONS I recommend a total of ten (10) 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 16.0 kips and be capable of uniformly raising the foundation as applicable. The minimum installation torque is 3,600 ft-lbs. P.O. Box 10393 / Eugene, OR, 97440/ 541.393.7363 / WWW.NWENGGROUP.COM Ms. Nancy Chin Site Inspection 9007 196th St SW Edmonds, WA November 17, 2021 Page 13 The purpose of underpinning the foundation is to support portions of the structure that has 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 (V-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 I can be of further assistance or should you have any questions about this report, please do not hesitate to contact me. Sincerely, WASNiy��J' �r y P,'� �ONA1. James Hogan, E.I.T. Darin Willis, P.E. Engineering Technician Managing Principal Attachment: Site Plan (SK-0) Foundation and E=levation Assessment Plan (SK-1) Ram Jack Helical Pile Detail with 4038 Bracket (SK-2) Footing & Pile Calculations Ram Jack 4038 Bracket Shop Drawing Ram Jack 2 7/8" Helical Pile Specification -- -- -- --- ----_ -- - - - -- P.O. Box `����� � Eugene, OR, 9 44,S41.393.7363 125.0' 9007196TH T I S W, PROPERTY � EDMONDS, WA—\ LINE + M N I CONCRETE PATIO I 0 Sri rn I 40' +/- \N JP� of W Asyiy�%' �1 \ 57483 TEK G\�� 17' +/- ENTRY—J + N 125.0' SITE PLAN TREE PRESERVATION NOTES: 1. ALL HOLES ARE EXCAVATED NEXT TO THE STRUCTURE FOUNDATION NORTH 2. THE TOTAL AREA OF EXCAVATED HOLES < 25 SQFT CONCRETE CONCRETE FENCE PATIO STAIRS (TYP.) 6'-9" 6'-9" 8'-0" 104 103 02 01 , -3 %" -1 %" X,r 0" -Y4" +y" 1 , -3" 05 3" %" %" 0l, ®3" IIIII 3-CAR06-2Y4 -4 Y4 0" 0" I GARAGE I (2-STORY w/ s I SLAB) -/a' I 07® -1Y/4' 0 0, , 08 ® I I G � u q� u -Y2 -X �4 r On 0 „ 09 qq�� �� 1 0 ® �4 ' -14" Y'r X" 4 ����„ „ ENTRY �„ s J4 1 C? /\/\ CN PONDING WATER (TYP.) NORTH FOUNDATION & ELEVATION ASSESSMENT PLAN LEGEND %4" - - - -FLOOR ELEVATIONS TAKEN BY NORTHWEST ON 11/04/2021 <Z � WAsy��, ® - - - - HELICAL STEEL PILE (16.0 KIP CAPACITY) © - - - - HELICAL STEEL PILE THROUGH CONCRETE (16.0 KIP CAPACITY) -o� 57483 N A RT 14 W qT I NANCY CHIN SHEET: ////i/d 0 A f EXISTING FLOOR JOISTS — BEAR ON FOUNDATION WALL EXISTING CONCRETE STEM WALL U- n4r w o p M J w n TABLE 1 PILE HELIX PILE MIN BRACKET SERVICE INSTA DIA. CONFIG. LOAD TORQ 4038 2 %" 10" 16.0 KIP 3,600 FT oE WAShiyoJ ti 0 57483 AL EXISTING EXTERIOR WOOD FRAMED WALL APPROXIMATE EXTERIOR GRADE ELEVATION, SOIL OR CONCRETE PAVING. (VERIFY EXACT CONDITIONS IN FIELD) EXTENT OF EXISTING FOOTING BEYOND CHIP -OUT POCKET IN EXISTING FOOTING FLUSH WITH FOUNDATION WALL AS NEEDED TO INSTALL BRACKET. BRACKET MUST SUPPORT THE BOTTOM OF THE FOOTING AND SHALL NOT RELY ON POST -INSTALLED ANCHORS FOR GRAVITY SUPPORT. HELICAL PILE (REF. TABLE 1) TYPICAL HELICAL PILE DETAIL @ EXTERIOR FOUNDATION ////71jv,s / NORTHWEST ENGINEERING GROUP P.O. Box 10393 Eugene, OR, 97440 Design Loads• Dead: Roof = Third Floor = Second Floor = First Floor = Walls = Live: *Roof snow = *Roof live = Third Floor = Second Floor = First Floor = *(the greater of the two) Foundation dimensions: h= bw = b= hf = Vertical Design Loads: Tributary Widths: Roof = Third Floor = Second Floor = First Floor = Walls = Foundation self -weight = Live: PILE CALCULATION Project: Nancy Chin 9007 196th St W Edmonds, OR Piles 01-04 25 psf 0 psf 0 psf 25 psf 12 psf 25 psf 20 psf 0 psf 0 psf 40 psf 36 8 24 12 23 0 0 7 9 in in in in ■r= bw Date: 11/17/2021 Designer: Darin Willis, P.E. 101 ft » 575 plf ft » 0 plf ft » 0 plf ft » 175 plf ft » 108 plf » 500 plf DL 1358 plf Roof = 23 ft » 575 plf Third Floor = 0 ft » 0 plf Second Floor = 0 ft » 0 plf First Floor = 7 ft » 280 plf LL 855 plf (without roof LL) LL 280 plf Page 1 NORTHWEST ENGINEERING GROUP ASD Loads: Load, w2 = IDL + ILL Load, w4 = IDL + ILL(0.75) Max. load w ASD= Concrete Analysis: ACI 318-14 LFRD Loads: PILE CALCULATION Date: 11/17/2021 Designer: Darin Willis, P.E. 1638 plf (comb.#2 -without roof LL) OR 1999 plf (comb.#4 -with roof LL) 1999 plf Load, w1= 1901 plf Load, w2= 2365 plf Load, w3= 2690 plf Load, w4= 2057 plf Max. load w LFRD= 2690 plf Max. beam span(e) = 5.916667 ft = (comb 1) (Comb 2) (Comb 3) (Comb 4) 71 in Mmax = wu*I2/8 = 141.23 in -kips = 11.77 k-ft Shearmax = (5/8)*wu.e= 9.95 kips (Max span between brackets for Pile 02-04) (Max span between Pile 01 and 02 is negligible due to point loads) Foundation Width, bw = 8 in Code Reference Foundation Depth, d = 34 in (h-2") ACI 14.5.1.7 Cross Sectional Area, A = 272 in Section Modulus, SA = 1541.333 in Gross Moment of Inertia, Ig = 26202.67 in Assumed Conc, f'c = 2500 psi yt= 17 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, Mir = 48.2 k-ft ACI 24.2.3.5 Flexure Reduction Factor, 1) = 0.6 ACI 21.2.1 Design Moment, (PMn = 19.3 k-ft OK ACI 14.5.2.1a & 14.5.2.1b Shear Strength, Vn = 18.1 kips ACI Table 14.5.5.1 Shear Reduction Factor, (P = 0.6 ACI 21.2.1 Design Shear, 4)Vn = 10.9 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 2 NORTHWEST PILE CALCULATION Date: 11/17/2021 ENGINEERING GROUP Designer: Darin Willis, P.E. Pile spacing (Ej = 8 ft = in Pile Working Loads: Pile Service Load, PTA= 15994 Ibs (wall load x pile spacing) Pile Design Load = 16000 Ibs Pile Ultimate Load, PUNT = 32000 Ibs *Safety Factor of 2 Applied Deflection check Beam El = 4.11E+12 lb-in2 Live Load Deflection = 5.74E-06 in < 0.27 in OK Total Beam deflection = 0.000 in < 0.40 in OK Minimum pile installation torque T,M = Q r Required ultimate soil capacity (Quit) = 32000 Ibs Pile 0 = 2 7/8" Torque factor (Kt) = 9 Minimum pile installation torque, (Turin) = 3600 ft-Ibs Bracket= 4038 Bracket Allowable Capacity = 19,700 Ibs Page 3 NORTHWEST ENGINEERING GROUP P.O. Box 10393 Eugene, OR, 97440 Design Loads: Dead: Roof = Third Floor = Second Floor = First Floor = Walls = Live: *Roof snow = *Roof live = Third Floor = Second Floor = First Floor = *(the greater of the two) Foundation dimensions: h= bw = b= hf = Vertical Design Loads: Tributary Widths: Roof = Third Floor = Second Floor = First Floor = Walls = Foundation self -weight = Live: Roof = Third Floor = Second Floor = First Floor = PILE CALCULATION Project: Nancy Chin 9007 196th St W Edmonds, OR Piles 05-10 25 psf 0 psf 0 psf 25 psf 12 psf 25 psf 20 psf 0 psf 0 psf 40 psf 36 in 8 in 24 in 12 in Date: 11/17/2021 Designer: Darin Willis, P.E. bw% /�i\ cil b 2 ft » 50 plf 0 ft » 0 plf 0 ft » 0 plf 8 ft » 200 plf (Increased to include 17 ft » 204 plf fireplace) » 500 plf DL 954 plf 2 ft » 50 plf 0 ft » 0 plf 0 ft » 0 plf 8 ft » 320 plf LL 370 plf (without roof LL) LL 320 plf Page 4 NORTHWEST ENGINEERING GROUP ASD Loads: Load, w2 = IDL + ILL Load, w4 = IDL + ILL(0.75) Max. load w ASD= Concrete Analysis: ACI 318-14 LFRD Loads: PILE CALCULATION Date: 11/17/2021 Designer: Darin Willis, P.E. 1274 plf (comb.#2 -without roof LL) OR 1232 plf (comb.#4 -with roof LL) 1274 plf Load, w1= 1336 plf Load, w2= 1682 plf Load, w3= 1385 plf Load, w4= 1330 plf Max. load w LFRD= 1682 plf Max. beam span(e) = 6.667 ft = (comb 1) (Comb 2) (Comb 3) (Comb 4) 80 in (Between brackets) Mmax = wu*I2/8 = 112.12 in -kips = 9.34 k-ft Shearmax = (5/8)*wu*g= 7.01 kips Foundation Width, bw = 8 in Code Reference Foundation Depth, d = 34 in (h-2") ACI 14.5.1.7 Cross Sectional Area, A = 272 in Section Modulus, Sxb= 1541.3333 in Gross Moment of Inertia, Ig = 26202.667 in Assumed Conc, f'c = 2500 psi yt = 17 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 = 48.2 k-ft ACI 24.2.3.5 Flexure Reduction Factor, (V = 0.6 ACI 21.2.1 Design Moment, (�Mn = 19.3 k-ft OK ACI 14.5.2.1a & 14.5.2.1b Shear Strength, Vn = 18.1 kips ACI Table 14.5.5.1 Shear Reduction Factor, (P = 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 5 NORTHWEST PILE CALCULATION Date: 11/17/2021 ENGINEERING GROUP Designer: Darin Willis, P.E. Pile spacing (ej = 7.5 ft = in Pile Working Loads: Pile Service Load, PTA= 955`- Ibs (wall load x pile spacing) Pile Design Load = 16000 Ibs Pile Ultimate Load, PUNT = 32000 Ibs *Safety Factor of 2 Applied Deflection check Beam El = 8.20E+12 lb-in2 Live Load Deflection = 2.01E-06 in < 0.25 in OK Total Beam deflection = 0.000 in < 0.38 in OK Minimum pile installation torque Required ultimate soil capacity (Quit) = 32000 Ibs Pile 0 = 2 7/8" Torque factor (Kt) = 9 Minimum pile installation torque, (Tmin) = 3600 ft-Ibs Bracket= 4038 Bracket Allowable Capacity = 19,700 Ibs Page 6 NOTES: UNLESS OTHERWISE SPECIFIED 3 1/2" O.D. SLEEVE (FY=MIN. 65 KSI) FASTENING STRAP WIl 1" DIA. ALL THREADS AND NUTS V—j 1 /9" TOP VIEW Kev No L Id, rhI � I � o i I rMl K= \/Ir\AI 3 1 /2" DI. 3/8" BRA( NOTES: 1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC 228 K 3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN cn QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING PROCESSES. 4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE D1.1. 5. THE CAPACITY OF THE UNDERPINNING SYSTEM IS A FUNCTION OF MANY INDIVIDUAL ELEMENTS, INCLUDING THE CAPACITY OF THE FOUNDATION, BRACKET, PIER SHAFT, HELICAL PLATE, AND BEARING STRATA, AS WELL cc AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE CAPACITY COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING c ON THE ABOVE FACTORS. 6. RAM JACK ESR-1854 FOR ALLOWABLE VALUES AND/OR CONDITIONS OF USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. SIUt VILW a 2 7/8" DIA. HELICAL PILE (REF. PILE SPECIFICATION FOR HELIX CONFIG.) TYP. INSTALLATION SCALE: 1"=l' ure led THIS DRAWING AND ITS CONTENTS ARE CONFIDENTIAL AND THE EXCLUSIVE PROPERTY OF RAM JACK SYSTEMS DISTRIBUTION, LLC. NO PUBLICATION, DISTRIBUTION OR COPIES MAY BE MADE WITHOUT THE EXPRESSED WRITTEN CONSENT OF RAM JACK SYSTEMS DISTRIBUTION, LLC. ALL RIGHTS RESERVED UNDER COPYRIGHT LAWS. r+ C] ��� )MM013 UNLESS OTHERWISE SPECIFIED • DIMENSIONS ARE IN INCHES • TOLERANCES: ANGLE f1' 3 PLACE DECIMALS t .02 2 PLACE DECMALS t .0 • REMOVE ALL BURRS AND SHARP EDGES •PARENTHETICAL INFO FOR REF ONLY FILE NAME 4038 PILE BKT. FSCM NO SHEET 2 OF T SCALE 1 1/2"=1' SIZE A -SIZE TITLE BLOCK CHARLES T. MARVIN DRAWN 10-2-08 HOLE TOLERANCES .126 .251 THRU±:00 .250 THRU±:OD .500 THRU .125 +.�, 501 751 1.001 THRU±:�, THRU-.001 THRU+.'00101 .750 1.000 2.000 CHECK DARIN WILLIS 4038 HELICAL PILE BRACKET APPR. DARIN WILLIS ISSUED REV DWG NO 4038-02-07 (Rwlemmmmmrm 2.875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION "D" / _oo oo_ v_Alw LEAD SECTION LEAD SECTION TABLE CAT. # "A" "B" "C" "D" 6125 5'-0 8" 6129 5'-0 101, 6142 5'-0 101, 12" 6143 7'-0 101, 12" 6147 7'-0 8" 10" 12" 6148 7'-0 101, 12" 14" 6188 10'-0 101, 12" 14" * MULTI -HELIX ARE SPACED 3 DIAMETERS OF THE LOWEST HELIX. NOTES: 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'-0 101, EXTENSIONS CAT # "A" 8602 2'-0 8605 5'-0 8607 7'-0 8610 10'-0 1. POLYETHYLENE POLYMER THERMOPLASTIC COATING PER ICC-ES AC 228.(GALVANIZED AND UNCOATED PILES AVAILABLE UPON REQUEST) 2. LEAD AND EXTENSION SECTION LENGTHS ARE NOMINAL. 3. SHAFT MATERIAL IS 2%" O.D., 0.217" 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 Y2" THICKNESSES. 5. NOMINAL SPACING BETWEEN HELICAL PLATES IS THREE TIMES THE DIAMETER OF THE LOWEST HELIX. 6. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY CONTROL AND ASSURANCE FOR ALL MATERIALS AND MANUFACTURING PROCESSES. 7. MANUFACTURER SHALL BE ISO CERTIFIED. 8. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 OF THE AWS CODE D1.1. 9. ALL COUPLING BOLTS TO BE Y4"O, SAE J429 GRADE 8 BOLTS.(SAE J429 GRADE 5 IF GALVANIZED). nRn 00LT 00 "A" EXTENSION MECHANICAL TORQUE RATING - 6,000 FT -LB ULTIMATE CAPACITY (TENS/COMP) - 54.0 KIP - ALL WABLE CAPACITY TEN MP - 27.0 KIP* *BASED ON A TORQUE FACTOR (Kt) = 9 3%2„ I co N I $ I %" O HOLES TO l I ACCEPT %4" 0 1 ( THRU BOLTS I I I I 2% " O.D PILING CONNECTION DETAIL