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APPROVED BLD PLN BLD2024-0798+Architectural_Plan+6.17.2024_8.24.36_AM+4325663WOLDEN STRUCTURAL ENGINEERING, L.LC Practical Structural Engineering Solutions June 14, 2024 Ken Marquardt Ram Jack West PO Box 11701 Eugene, OR 97440 Tim Wolden, PE, SE 34930 Hwy 53 Nehalem, OR 97131 (541) 915-6389 cell (503) 368-7962 office (503)368-7963 fax tim .woldense.com Re: Foundation Assessment and Repair Recommendations for the Scheureman Family Residence at 109 Olympic Avenue in Edmonds, Washington Dear Ken: I have prepared a foundation repair/stabilization plan for the Scheureman Family Residence at 109 Olympic Avenue in Edmonds, Washington per your offices' recent request. The purpose of the repair plan was to provide the necessary information needed to lift and stabilize the left or south side of the two-story home and around the southwest corner under the rear deck. The greatest amount of settlement is 23/8-inches at the southeast corner. The settlement has caused sloping in the interior basement floor and some minor cracking in the interior sheetrock surfaces. The Homeowner wanted this settled portion of the home to be lifted to be as level as possible and permanently stabilized against future settlement. We have determined that the settled portion of the house can be lifted and stabilized with the addition of seven (7) helical piers and foundation support brackets placed under the foundation. The split level daylight basement residence is rectangular in plan at 28-feet wide from north to south and about 50-feet deep. It was built on this residential property in 1995 based on information available online. The settlement is likely due to undersized footings. It may also be due to downspout drainage which softens the bearing soil or possibly poorly compacted fill soil use to level the property prior to construction. Front or East Face of the Home — Settlement along Left Side r 77 Rear Wall of the Home — Three Piers under the Deck I recommend that seven (7) helical piers and foundation support brackets be installed under the foundation along the left or south side bearing wail and around the southeast corner with three of the piers installed under the deck shown above. The most settlement is at the corner shown above. These 27/8-inch diameter piers will allow the foundation to be lifted to maximum practical recovery and enough to ensure that the weight of the home is on the piers and brackets. I anticipate this being about % of the settled amount at most of the piers. View under the Rear Deck — Tilted Sonotube Footing is Shown The helical piers will be machine driven with a hydraulic head and will use the modified standard foundation bracket (RD.3177) or the low profile 4036 brackets depending on the depth of the foundation. The piers should be spaced no more than 7-feet apart and their locations are shown in the attached repair plan. The concret4e stemwall and footing will be able to span between these brackets as I have assumed there is reinforcement in the foundation based on the era of construction. I have calculated that the pressure used to drive the helical piers should be at least 13.000 pounds of equivalent torque capacity under the under the left side bearing wall. I used a snow loading of 25 psf at the roof and 40 psf live floor loading, with dead loading consistent with the materials used. The pipe pier shafts will be supported for their full length against buckling. They will be installed in consolidated marine sediments or glacial till soil typical in this area. This soil has no acidic conditions that would deteriorate the steel piers. I anticipate that the hard bearing layer is present about 15 to 20 feet below the footings based on pier installation at other nearby locations. In addition to the helical piers and brackets, we have shown the addition of an expansive polyurethane fill to be injected under the daylight basement slab which is necessary to fill voids created by lifting the side walls of the home. In conclusion, I found that the home for the Scheureman Family at 109 Olympic Avenue in Edmonds, Washington has experienced up to 231e=inches at the southeast corner of the home with additional settlement along the south and east side walls. Please refer to my attached repair plan for lifting and stabilization recommendations possible with a total of seven hydraulically driven helical piers and support brackets placed underthe foundation. I have enjoyed working with you on this project. If you have any additional questions, comments, or concerns please feel free to call. • UR"Mid EXPRES 6/9/ �_�� SITE PLAN - Foundation Repair for 109 Olympis Ave 0 56 113 Feet 6/14/2024 I Snohomish County Assessor Wa$hiFWqt0M Legend Parcel Recent Sales 202H Rer.-ent Sales 2023 Recent Sales 2022 City Bounda,y County Park National Forest Water Street Types Irterstate State Route Local Road M map :. deladRad Wenwalinn eat '111h heenIn CU-). —Ill 11-10VUMM" :1ere not to b clad 'red an Vfid.l �OW W. n—pena—a- It. the Snohomish wyl. 0eae Inhants and upoate$to the owl, tmenhefeM, "0 spo'clale Canty Cod. P'.'ai—, may apply h Ise not aapiclatl her Wall"'Y comewhIng the tantoM wt-ley, C.—ty, C,e,vOV.55 0, quaRty w 11, Den. ­11-0 h­'n and ­.'aly dau.'ra. an, ehann.'" W OentAiNly .' 11— "' any ,HT-.. M per— .­,ng hr hd,.m.. �.wg de DO. ­. .11 thenean and ag,11 10 MQeJ 81—ad5h County hOM149% f­ $ad aQA!nr any dAMAQ41. I.". clen, e I Odly 0­9 — of any — ed.rs . -..W.n —.I..d .11hin 4d Data. 'ean'lqalh "'t"O — oh 1 42.56 RCW. Mail and ioc I agencies l— providing cx­ 1. fiet, W ad "d, We Intended t, ,, te, ;, ad, thue. h, --iti , a, hahy° be made any Daft cleapdWo 110% of IdlInJUN3 MalaWald Wain OLDEN TRUCTURAL NGINEeRING, LLC ",aCtcol Stlu%'hwat Eogineoring T!r Wz,den- Pv, SE 51 Nence-n OR ;7'3* t-6489 523,1 !SP-?C?2 6/14-/24 FbA PibM9-- �m 40-LACAU N&LS W/ RRACV8V(V (i�i aYukT" $A t0S -< J)�qebTsu V3,000 FOW4M. O� Trex Deck (D -3/8 . U5 co -1/8 /8 0/0 POL� f�o AAA U Lk v0v M D6r- �W- SLAJA AF-- L-� FT -3/4 1 -3/4 IEXPIRES 151912-5 -3/8 v, 0 tAT I O)A -r< Pj., tvL ml 10 41A p I 2.875"0 HELICAL PILES AND ANCHORS - UPSET CONNECTION " D" o Ta o o LEAD SECTION LEAD SECTION TABLE CAT. # "A'" "'B"' ""C"' "D" 6125 5-0 " 81 6140 5-0 81" 101' 6142 5'-0 101' 12" 6143 T-0 101" 12" 6147 T-0 8" 10" 121" 6148 T-0 10" 12" 14" 6188 10"-0 10" 12" 14"' * MULTI -HELIX ARE SPACED 3 DIAMETERS OF THE LOWEST HELIX. NOTES: HELIX EXTENSION HELIX EXTENSIONS CAT # "A" "B" 8605-8 5'-0 81" 8605-10 5'-0 10'" 8605-12 5"-0 12" 8607-10 1 T-0 10" EXTENSIONS CAT # "A'" 8602 2'-0 8605 5'-0 8607 T-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%8" 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 Y4'0, SAE J429 GRADE 8 BOLTS.(SAE J429 GRADE 5 IF GALVANIZED). ulu "A" EXTENSION MECHANICAL TORQUE RATING - 7,500 FT -LB ULTIMATE CAPACITY (TENS/COMP) - 67.5 KIP* ALLOWABLE CAPACITY (TENS/COMP) - 33.8 KIP* *BASED ON A TORQUE FACTOR (Kt) = 9 3Y" (V —Q Y8" O HOLES TO ACCEPT Y4" 0 THRU BOLTS ' 27/ " O,D PILING CONNECTION DETAIL t� NOTES: UNLESS OTHERWISE SPECIFIED 3 1/2" O.D. SLEEVE (FY=MIN. 85 KSI) FASTENING STRAP WI 1" DIA ALL THREADS AND NUTS in' TOP VIEW I FRONT VIEW 3 1 /2- DIA. BRACKET SLEEVE 3/8" BRACKET SEAT - , 2 7/8" DIA. HELICAL PILE (REF. PILE SPECIFICATION FOR HELIX CONFIG.) ed NOS: 1. POLYETHYLENE COPOLYMER THERMOPLASTIC COATING PER ICC—ES AC 228 i 3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECOGNIZED WRITTEN QUALITY CONTROL FOR ALL MATERIALS AND MANUFACTURING PROCESSES. TYP. INSTALLATION 4. ALL WELDING IS TO BE DONE BY WELDERS CERTIFIED UNDER SECTION 5 SCALE: 1 =1 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 I _ AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THIS DRAWING AND ITS CONTENTS ARE THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE a> I CONFlDENnAL AND THE EXCLUSIVE PROPERTY CAPACITY COULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING OF RAM JACK SYSTEMS DISTRIBUnON. LLC. �?D .3M rftD, 140 PUBUCATION, DISTRIBUTION OR COPIES ON THE ABOVE FACTORS. C*4 MAY BE MADE WITHOUT THE EXPRESSED 8. RAM JACK ESR-1854 FOR ALLOWABLE VALUES AND/OR CONDITIONS OF SIDE VIEW Q� � OFF RAM JACK SYSTEMS USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. DWRITTENIS BICO UNDER COPYRIGHT LAWS. UNLESS OTHERWISE SPECIFED • DIMENSIONS ARE IN INCHES NA1C r80I No s m SCALE • TOLERANCES: ANGLE *V RD. 177 PILE BKT. 1 11/2"A' 3 PLACE DECIMALS t .010 2 PLACE DECIMALS t .02 SIX MAWN 09-10-19 } IMMIJACK' ' REMOVE ALL BURRS AND SHARP � ' PARENTHETICAL INFO FOR REF ONLY HOLE TXX ERANCES a[0c DARIN WILLIS 013 128 251 THRU+_� THRu± AP116 DARIN WILLIS asuo THRU___A0 RD.3177 HELICAL PILE BRACKET .125 .250 .500 REV pm NO 501 +ooa 751 THRU+oto 1'001+.012 0mwe 57THRU 0U'.001 1.ODO —m 2.000—m1 NOTES: UNLESS OTHERWISE SPECIFIED No ure 1'-4 1 /2" 1,/2" O.D. SLEEVE Y■mMIN. 65 KSI) BACK PLATE c) 4 1/2" BRACKET SLr^'� 3/8" BRACKET SEAT FASTENING STRAP WITH 1" DIA. ALL THREADS a AND NUTS NOTES: lc 1. POLYETHYLENE COPOLYMER THERMOPL/STIC COATING PER ICC-ES AC 228 3. MANUFACTURER TO HAVE IN EFFECT INDUSTRY RECONIZED WRITTEN 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 01.1. cc 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 AS THE STRENGTH OF THE FOUNDATION BRACKET CONNECTION AND THE QUALITY OF THE INSTALLATION OF THE PILE. YOUR ACHIEVABLE CAPACITYCOULD BE HIGHER OR LOWER THAN THOSE LISTED DEPENDING c. ON THE ABOVE FACTORS. 6. RAM JACK ENGINEERING HANDBOOK FOR ALLOWABLE VALUES AND/OR CONDITIONS OF" USE CONCERNING MATERIAL PRESENTED IN THIS DOCUMENT. 51 U t V I t W UNLESS OTHERWISE SPECIFIED " DIMENSIONS ARE IN INCHES " TOLERANCES: ANGLE #i' 3 PLACE DECIMALS t .010 2 PLACE DECIMALS t .02 * REMOVE ALL BURRS AND SHARP EDGES PARENTHETICAL INFO FOR REF ONLY HOLE TOLERANCES .013 .126 .251 THRU +'00001 THRU +-00 THRU -.0001 .125 .250 .500 .501 THRU -:0�01 THRU ►.0010a TH.751 ORU r:�2 113 FRONT VIEW 3 1 /2" SLEEVE 2 7/8' DIA. w HELICAL PILE one Po TYP. INSTALLATION SCALE: 1 "=1 ' 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. TB 14039.1 BRACKET DRAWN 10-16-08 cNEcK DARIN WILLIS APPR. DARIN WILLIS ISSUED 1 OF 1 I 1" = 1'-0 NOSH SANDERS 4036 TB / 4039.1 HELICAL PILE BRACKET No rb OLDEN TRUCTURAL NGINEFERING, LLC Practical StrtwWral E�sigineenng 3493w Haub 53 j--t NC !_• 4 rJ ='3w_a 1 d�, Z fj Nenaiem OR 97.31 {541) 9' 5-6389 Ce4 3,v SM 368- 7 96? lax L 10 u 1`) 1`�� ��D p f' x `�'� 67 9, 13,6)o0) 1b -Igo �gx.2x6���30�-.� � ,Ze � r (A<'� ) i r As Z y � -4) J"L '-' �QUU �5t✓ - fA rC)J 5sx3ye R 15—� ^- 1 ' Ct(Z.t5RTC, 'T lt+A t� I ESR-1854 I Most Widely Accepted and Trusted A 13, 0 nc7 LP, > Page 9 of 18 TABLE 1-FOUNDATION STRENGT RATINGS OF BRACKETS' 'h_ PRODUCT NUMBER DESCRIPTION PILING DIAMETER (inch) ALLOWABLE CAPACITY (kips) Compression Tension Lateral 4021.1 Side load bracket 2718 33.65'-'- See Table 3A Note 6 4021.55 Side load bracket 3'/Z 55.121,5 See Table 3A Note 6 4038.1 Side load bracket 2'/e j 19.70' See Table 3A Note 6 4039.1 Side load bracket 2'/, 32.07'5 See Table 3A Note 6 4075.1 New construction 2'/" See Table 313 See Table 3C 1,492.5 4077.1 New construction 4'Iz See Table 313 See Table 3C 2,9842.5 4079.1 New construction 27/8 See Table 313 See Table 3C IA9Z,5 4076 New construction 3% (upset) See Table 3B See Table 3C 2.0325 3% (threaded) See Table 3B See Table 3C 2.792-5 4093.1 Slab bracket 27/, See Table 5 NIA N/A 4550.2875.1 Tieback assembly 2'/" 27.9 Q 20° angle (tension only' 27.6 @ 30° angle (tension onlyrl For SI: 1 inch = 25.4 mm, 1 kip (1000 IV) = 4.48 kN. "Load capacity is based on full scale load tests per AC358 with an installed 6-0- unbraced pile length having a maximum of one coupling per 2018, 2015, 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2. A 4-foot4ong guide sleeve must be installed at the top of the shaft as required in Figures 3, 5 and 7. Side load bracket must be concentrically loaded. Side load bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. 'Lateral load capacity is based on lateral load tests performed in firm day soil per Section 4.1.1 of this report For any other soil condition, the lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be 12 inches. 'The capacities listed in Table 1 assume the structure is sidesway braced per 2018, 2015, 2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5. 'Tieback assemblies must be installed in accordance with Section 4.2.5 of this report. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 64nch-thick concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft Bolts must be 3/4-inch diameter complying with ASTM A325 and installed snug -tight with threads excluded. 'The tabulated values are based on installation with normal -weight concrete having a minimum compressive strength of 2500 psi (17.23 MPa). "The lateral load capacity of the side -load brackets must be designed by a registered design professional in accordance with Chapter 18 of the IBC. N/A = not applicable. TABLE 2-MECHANICAL PROPERTIES AFTER CORROSION LOSS IN STEEL THICKNESS OF 2.875-INCH- , 3.5-INCH-, AND 4.54NCH-DIAMETER HELICAL SHAFTS' MECHANICAL PROPERTIES SHAFT DIAMETER Qnch) 2.875 3.5 4.5 Steel Yield Strength, F (ksi) 65 65 65 Steel Ultimate Strength, F. (ksi) 80 76 76 Modulus of Elasticity, E (ksi) 29,000 29,000 29,000 Nominal Wall Thickness (inch) 0.217 0.254 0.237 Design Wall Thickness (inch) 0.1758 0.2102 0.1944 Outside Diameter (inch) 2.8490 3.4740 4.474 Inside Diameter (inch) 2.4974 3.0536 4.085 Cross Sectional Area (inch2) 1.48 2.16 2.61 Moment of Inertia, I (inch') 1.32 2.88 6.00 Radius of Gyration, r (inch) 0.95 1.16 1.51 Section Modulus, S (inch 3) 0.93 1.66 2.68 Plastic Section Modulus, Z(inch3) 1.26 2.24 3.56 For SI: 1 inch = 25.4 mm; 1 ksi = 6.89 MPa, 1 ft-Ibf =1.36 N-m; 1 Ibf =4.45 N. 'Dimensional properties are based on powder coated steel losing 0.026inch steel thickness as indicated in Section 3.9 of AC358 for a 50-year service life.