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APPROVED PLN_BLD2022-0141+Architectural_Plan+2.3.2022_9.02.49_AM+26588775 ..._._3..i.1'Y'?.n"_iA.•f_:t+..�_z.�t= Ms. Carley Davis Ram Jack West 862 Bethel Drive Eugene, OR 97402 Re: Ms. Kimberly Calkins Site Inspection 22512 92"d Ave W Edmonds, WA Dear Ms. Davis, February 2, 2022 Per your request, a site inspection was performed at the above residence on January 19, 2022. 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 sixty (60) years old and for orientation purposes is assumed to face east. Image 1: Front Elevation The residence is a one-story wood framed structure. The residence has 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 and wallpaper. The interior floor covering consists of carpet, tile, wood, and vinyl. Removal of any floor or wall coverings to inspect for cracking was beyond the scope of this investigation. Ms. Kimberly Calkins Foundation Inspection 22512 92Id Ave W Edmonds, WA GEOLOGICAL SETTING AND SOILS February 2, 2022 Page. 12 According to DOGAMI, 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. 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 and is considered non -plastic 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 the north and south sides of the residence appear adequate to drain water away from the foundation. The surface grades on the east and west sides of the residence appears to be relatively flat. Areas of ponding water were observed on the west side 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, doors out of plumb, and sloping floors. Relative floor elevations were provided by Ram Jack West and spot-checked by Northwest during this investigation. The floor elevations were reportedly taken on December 13, 2021 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 northeast corner 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 southwest corner of the residence. The high point was recorded near the northeast corner of the residence. The elevation differential between the low and high points of the residence was found to be about 5 % inches. These elevations are shown on the attached Foundation and Elevation Assessment Plan (SK-1). RECOMMENDATIONS I recommend a total of fourteen (14) 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 10 kips and be capable of uniformly raising the foundation as applicable. The minimum installation torque is 2,800 ft-lbs. °°', via'. '� a 'Eugene, O , 97440f a4 .393.7363 1 119wvif.N� i'V�aGGPi : UP.C�iVI Ms. Kimberly Calkins February 2, 2022 Foundation Inspection Pace 13 22512 92nd Ave W Edmonds, WA The purpose of underpinning the foundation is to support portions of the structure that has experienced some differential settlement. If lifting the structure is desired, I recommend a minimum of two (2) additional piles be installed. The approximate locations of the piles recommended if the structure is lifted are shown on the attached Foundation and Elevations Assessment Plan (SK-1). 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 I can be of further assistance or should you have any questions about this report, please do not hesitate to contact me. Sincerely, Sean Morrison E.I.T. Engineering Technician -o ,f 57483 f4ISTEO 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 =y 039 � Eugene, OR, 97440 {pI5 1 93.736 ..4 "`kj P ,y-.9 �=-r "� �� I + 00 21' +/- I c 68' +/ ENTRY I 68' +/— y\� L • W/� WASH//��J 57483 e4-/.L�il O.Z eL PARCEL ID: ��00544300002401 22512 92ND AVE W 10' +/— PARCEL ID: I 00544300002501 PROPERTY LINE LU — + 3 0 SITE PLAN TREE PRESERVATION NOTES: 1. ALL HOLES ARE EXCAVATED NEXT TO THE NORTH STRUCTURE FOUNDATION 2. THE TOTAL AREA OF EXCAVATED HOLES < 50 SQFT PONDING CRAWLSPACE WATER ACCESS PREVIOUSLY REPAIRED A" GRADE Y4" GRADE BEAM CRACK GRADE BEAM CRACK [BEAM CRACK 7'-0" 7'-0" 7'-0" 7 0" 5' 0" 6'-6" 7'-0' 0 10 ® 09 ® 08 ® 07 ® 06 Q9 ®04 0 12 I -5 %" -4 Y4" -3" -2 Y4" -1 Y4" "' GRADE 0 Y4" GRADE I, BEAM CRACK 1-CAR o If— BEAM CRACK 03 • GARAGE 1(3� �2y -1 �4 -1 �4 -1 y4' �4 � co in 14 1 W GRADE 02 p , ® -Y2 BEAM CRACK ®01 � Y4" GRADE Y" z FOUNDATION BEAM CRACK GAP ENTRY �4 �4 " ROOF_/ I LIMITS X" -Ya" %4" 0" 0" �11� FOUNDATION & ELEVATION ASSESSMENT PLAN NORTH wxdx G: N L. W�� %4" - - - - FLOOR ELEVATIONS TAKEN BY NW ENGINEERING ON 01/19/2022 P�c.4F WA�yGy��J' ® - - - - HELICAL STEEL PILE (10 KIP CAPACITY) y © - - - - HELICAL STEEL PILE THROUGH CONCRETE (10 KIP CAPACITY) r • - - - - ADDITIONAL PILES RECOMMENDED IF FOUNDATION IS RAISED /STE ^ER�t4� NORTHWEST KIMBERLY CALKINS SHEI �IST � \� F`s ALE�G 22512 92ND AVE W SK- �.�'� ENGINEERING GROUP EDMONDS, WA 0141A/A 11 P.O BOX 10393 4P.A1 F MATG- EXISTING FLOOR JOISTS BEAR ON FOUNDATION WALL EXISTING CONCRETE LL STEM WALL zre �w co � CV J W lL TABLE 1 PILE HELIX PILE MIN BRACKET DIA. CONFIG. SERVICE INSTA LOAD TORQ �4�0382 %" 101, 11 KIP 3,100 FT 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) MINIMUM EMBEDMENT DEPTH = 10 FT oP��F WAsy�`�J' TYPICAL HELICAL PILE DETAIL @ EXTERIOR GRADE BEAM �7 0 57483 ,�4 U f% 0'r U UW C C T IKIMBFRLY 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: Kimberly Calkins 22512 92nd Ave W Edmonds, WA 98020 Critical Case: Piles 05 - 09 15 psf 0 psf 0 psf 25 psf 12 psf 25 psf 20 psf 0 psf 0 psf 40 psf 30 6 12 6 18 0 0 6.75 9 in in in in Date: 02/02/2022 Designer: Darin Willis, P.E. bw X b ft » 270 plf ft » 0 plf ft » 0 plf ft » 168.75 plf ft » 108 plf » 225 plf I DL 771.75 plf Roof = 18 ft » 450 plf Third Floor = 0 ft » 0 plf Second Floor = 0 ft » 0 plf First Floor = 6.75 ft » 270 plf LL 720 plf (without roof LL) LL 270 plf Page 1 NORTHWEST ENGINEERING GROUP ASD Loads: Load, wZ = IDL + ILL Load, w4 = IDL + ILL(0.75) Max. load w ASD= Concrete Analysis: ACI 318-14 LFRD Loads: Load, w1= Load, w2= Load, w3_ Load, w4= Max. load w LFRD= Max. beam span(e) = Mmax = Wu.I2/8 = Shearmax = (1/2)*w„*e= PILE CALCULATION Date: 02/02/2022 Designer: Darin Willis, P.E. 1042 plf (comb.#2 -without roof LL) OR 1312 plf (comb.#4 -with roof LL) 1312 plf 1080 1583 1781 1286 1781 6.167 101.61 5.49 plf plf plf plf plf ft = in -kips = kips Foundation Width, bw = 6 in Foundation Depth, d = 28 in Cross Sectional Area, A = 168 in Section Modulus, Sxb= 784 in Gross Moment of Inertia, Ig = 10976 in Assumed Conc, f'c = 2500 psi Yt = 14 in Foundation Moment & Shear Capacity Per ACI 318-14 Conc Modulus of Rupture,fr= 375 psi Cracking Moment, Mcr = 24.5 k-ft Flexure Reduction Factor, 4) = 0.6 Design Moment, 4)Mn = 9.8 k-ft Shear Strength, Vn = 11.2 kips Shear Reduction Factor, (P = 0.6 Design Shear, 4)Vn = kips (comb 1) (Comb 2) (Comb 3) (Comb 4) 74.004 in Between Brackets 8.47 k-ft Code Reference (h-2") ACI 14.5.1.7 Code Reference ACI 19.2.3.1 ACI 24.2.3.5 ACI 21.2.1 OK ACI 14.5.2.1a & 14.5.2.1b ACI Table 14.5.5.1 ACI 21.2.1 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: 02/02/2022 ENGINEERING GROUP Designer: Darin Willis, P.E. Pile spacing (ej = 7 ft = in Pile Working Loads: Pile Service Load, PTA= Ibs (wall load x pile spacing) Pile Design Load = 11000 Ibs Pile Ultimate Load, PUNT = Ibs *Safety Factor of 2.5 Applied Deflection check Beam El = 6.12E+11 lb-in2 Live Load Deflection = 3.83E-05 in < 0.23 in OK Total Beam deflection = 0.000 in < 0.35 in OK Minimum pile installation torque Required ultimate soil capacity (Quit) = 27500 Ibs Pile 0 = 2 7/8" Torque factor (Kt) = 9 Minimum pile installation torque, (Tmin) = 3100 ft-Ibs Bracket= 4038 Bracket Allowable Capacity = 19,700 Ibs Page 3 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