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Plans STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 STRUCTURAL CALCULATIONS PREPARED FOR RECEIVED RAMJACK WEST FOR AUG 21 2014 FOUNDATION REPAIR CITY OF TIGARD 7005 SW VENTURA DRIVE BUILDING DIVISION TIGARD, OR PROJECT NUMBER: 14.034.RAM DATE: AUGUST 18, 2014 Approved plans PROJECT MANAGER: DANIEL STARK shall be on job site. SPECIAL INSPECTION REQUIRED State of Oregon Structural Specialty Code PROFFSn vAG I NEER u 7 O Concrete and Reinforcing Steel 74s PE --. Bolts installed In Concrete (çiicY") r :Oar ❑ Special Moment-Resisting Concrete Frame 4 ❑ Reinforcing Steel &Prestressing Steel Tendons 0Ifw ' O Structural Welding DOD.: 08/30/18 a High-Strength Solting t} ❑ Structural Masonry OFFICE COPY ❑ Reinforced Gypsum Concrete ❑ Insulating Cracrete Fill CITY OP TIGARD REVIEWED FOR CODE COMPLIANCE ❑ Spray Applied Fire-Resistive Materials ; , Approveas A/wove ot)i,_, r flings, Drilled Piers and Caissons ❑ Shotcrete Permit : b/ - d "3 Addreeet ❑ Special Grading, Excavation and Filling " 8utte i� . ❑ Smoke-Control Systems ate.c Dates_ , L / sommum.7 ei„ ❑ Other Inspections `��� BTARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 TABLE OF CONTENTS Project Background 2 Geologic Setting 3 Summary 3 Floor Level Survey 4 Design Calculations 5 Foundation Repair Plan and Detail 7 ICC ESR 1854 (applicable pages only) 9 STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 August 18, 2014 SFI Project No.: 14.034.RAM Mr. Ken Marquardt RamJack West 850 Bethell Drive Eugene, Oregon 97402 Re: 7005 SW Ventura Drive, Tigard, OR: Project Summary& Soils Investigation PROJECT BACKGROUND We understand that the property has an existing retaining wall about 8-9 feet tall. The retaining wall retains the garage slab and soils underneath as well as serves as a bearing wall for the exterior wall and roof above. We understand that the retaining wall in question has a couple of small vertical cracks and approximately 1/4"— 1/2" of lateral displacement at the top of the wall. Three 2-7/8 inch diameter helical tie-backs have been proposed to prevent any future displacement. yt ! 1Z½7' • V e It/ .d....:::,:i'. - ',..-• : ''', - ,., \ \ 4, / ii t )r r it aka 1 \ ... ;;-••:•.'-'''' ' " \ 1 \ ' ' . 1 �� t 1 i t t I • 1 t -4---_-_,\' .,‘ ,- ,k4„,\,..*,... . s �.1� r t Image 1: View of Garage Retaining Wall Page 2 of 11 STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 GEOLOGIC SETTING The existing residential home site is located in Tigard, Oregon, west of 1-5 along the Washington Square Estates Open Space. The geologic structure in the area is comprised of sandy clay loames. There is no noticeable slope instability at the site that would indicate that the site is sliding and according to DOGAMI, the site is not located within a landslide hazard zone. It is our opinion that the lateral displacement occurred over time, possibly due to poor drainage. We believe that suitable support can be achieved by installing helical tie-backs to prevent any future potential movement. SUMMARY Based on the geologic setting, we expect the tie-backs to achieve adequate capacity at approximately 35 to 40 feet from the back of the retaining wall, installed at a 20 to 30 degree angle. We recommend that helical piers with a 2-7/8"shaft with an 8"and 10"helix plate configuration. The tie-backs should be installed to a minimum length of 20-ft and a minimum installation torque of 5,240 ft-lbs. This will achieve an ultimate load of 52,400 lbs. PROOF TESTING Proof testing of the helical piers should be performed and shall consist of loading at least one of the helical piers tested to 150 percent of the design load. The 150 percent of design load increment should be held for five (5) minutes and the displacement monitored. If the total displacement is less than 1/8", the helical pier may be considered acceptable. However, if the recorded strain exceeds 1/8"inches,the helical pier should either be deepened and retested or abandoned and a new helical pier shall be installed and tested. Please give our office a call if you have any questions or need further assistance. Regards, Daniel Stark, P.E. ��J PRO,cs�/ , Stark Foundations, Inc. N, ttAGINEEjP 741 APE vor `9 vGZ a 1.0 EXP.: 06/30/16 / 8/15/2014 |numxphp(675x 900) 10.21 AM mi• 17:1 il-A15 0 - .8 "r . ----g--o-~~i~'~~e ~°~°=^�=~w�°�"~=�^�"i"� ��n�a�twm �� �-- °- . ^ �� . � 0r � . . . , ` : • 40ft . _ ' _ . -- _ . - ----- ' -_---'-~ -'.`_ --------.^' m '---' -( '- , - -_ . ' . ' - --- . - . ' - ..... .� - ' .. ' r - - -- / ` -'----_--_ � -� � ' ' ■ i i ' • / � ' ~ �m� ! »��� � | — . i . '-.-- .. . � . 2 Car � | ��• Attched � � I CV ''- ---' _=_ ° ' ,° .• -'__--- ---_- __'—___'-__--- • . | � � • ~_—.__'--_---_-. - mnfi . ..�.'-----. - •-.' ..—. - � . . - -'-' • --' - — - . Date: 18-Aug-14 STARK W Ramlack West- Retaining Wall Bracing Designed by: NDS FOUNDATIONS ^ 7005 SW Ventura Drive wNewberg,OR Job No.: 14.034.RAM Deal.n Criteria Code(s): International Building Code(IBC)2009 ASCE 7-05 Design Loads: Dead: Soil: Roof= 15 psf Lateral Bearing Pressure = 60 psf/ft 2nd Floor= 0 psf Garage Slab = 50 psf Walls= 10 psf Foundation Wall = 100 psf Live: Roof(snow) = 25 psf or 2nd Floor= 0 psf Garage Slab= 40 psf Wind: not applicable Exposure = B Importance Factor, I = 1.0 Category I Wind Speed,V= 95 mph K„= 1.0 GCp,= 0.56 Kd = 0.85 GCpi = -0.18 K,= 0.90 Height,h,= 15 ft Design Wind Pressure: Design Load Combo= D+ L+wW where: pw= q,(GCpf-GCp) w= 1.3 q,= 0.00256 K,K,t Kd V2 I Therefore: q,= 17.7 psf pw= 13.1 psf Factored Wind Pressure, p'. = 17.0 psf Page 5 of 11 • Date: 18-Aug-14 STARK G W RamJack West- Retaining Wall Bracing Designed by: Nos FOUNDATIONS C 7005 SW Ventura Drive w Newberg,OR CL Job No.: 14.034.RAM Helical Pier Design-Well Tie-back ?...... . tk; -= 600 17t-- ' 9 - 4-0' Tvf f, - o.5 C4o • `1 - Zq-' , Lk.)Z = (40,-s .+ .- ,...V- .. 4 = 3(.,c9 'Pt_. 1 F = 34 d - 1 ' 32401/ z. - i �A c - jet' e 4- thki ; 4' �Co�C' = v.. 66044- (lke2 t.�_ cameo T .f� = 2Z�CP g6/ eosv = 2(e i (c,�),UGc ,� Tx_x . d uE I gr = Quist- / QUIT ^ L fQ v 2, 4Gc ("1- '--=- Q r / �k ot,et r Li , 0 Z 4 B'S'c 1 ` ; STARK FOUNDATION` 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P 360 566 7343 E starkdcstarkldo corn LEGEND 10K< INDICATES HELICAL T1E-BACK & UNFACTORED DESIGN LOAD (KIPS) 0 N INDICATES CRACK IN WALL (TYP) 22.2K< • 22.2K< - \ ry 22.2K< 0 N O N E) SLAB ON GRADE OPARTIAL FOUNDATION REPAIR PLAN Page 7 of 11 e :Se____ STARK FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P 360.566 7343 E starkd @starkidn corn 1 1/2'0 X 18' ASTM A36 THRD'D ROD W/ WEDGE WASHER 3/8'0 X 0.19' WALL (Fy= 65 KSI, Fu = 80 KSI) W/ (2) 3/4'0 SAE J429 GRADE 8 THRU BOLTS N ta- ALLOWABLE TENSION n (E) coNC WALL 27.9K (20'ANGLE) 27.6K (30'ANGLE) 20' TIP EMBED MIN / .X8.5 X S-0' 10'0 HOLE W/ (2) 3/4'0 THR'D RODS W/ GROUT WI NON-SHRINK 1r SIMPSON SET EPDXY (EMBED 6') GROUT A-g-(N) HELICAL TIE-BACK ASSEMBLY a W/8' AND 10' HELIX PLATE 1 (RAMJACK PN: 4550.78) + N If E) CONC STAIR r' if ru c.Aikt ilWi: NOTE: RECOGNIZED BY ICC-ES IN ESR-1854 1. SPECIAL INSPECTION OF HEUCAL ANCHOR INSTALLATION & EPDXY BOLTS IS REQUIRED. 2. PROOF TEST (1) HEUCAL TIE-BACK UP TO 150%OF THE DESIGN LOAD. THE 150% LOAD SHALL BE HELD FOR (5) MINUTES AND THE DISPLACEMENT MONITORED. IF THE TOTAL DISPLACEMENT IS LESS THAN 1/8', THE HELICAL TIE-BACK MAY BE CONSIDERED SUCCESSFUL DESIGN AXIAL LOAD = 22.2 KIPS WORKING / 52.4 KIPS ULTIMATE O2 TYPICAL WALL TIE-BACK DETAIL .. . ,m Page 8 of 11 Z ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1854* Reissued December 1, 2012 This report is subject to renewal February 1, 2015. www.icc-es.org ( (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION: 31 00 00—EARTHWORK 27/8- or 31/2-inch-outside-diameter (73 or 89 mm) steel pipe Section: 31 63 00—Bored Plies having a nominal shaft thickness of 0.217 or 0.254 inch, respectively. Helical-shaped discs, welded to the pipe, REPORT HOLDER: advance the helical piles into the soil when the pile is rotated. The helical discs (plates) are 8, 10, 12 or GREGORY ENTERPRISES, INC. 14 inches (203, 254, 305 or 356 mm) in diameter, and are 13655 COUNTY ROAD 1570 cut from 318-inch- or 1/2-inch-thick (9.5 or 12.7 mm) steel ADA, OKLAHOMA 74820 plate. The helical plates are pressed, using a hydraulic (580)332-9980 press and die, to achieve a 3-inch (76 mm) pitch, and are www.ramjack.com then shop-welded to the helical lead shaft. Figure 1 steve@ramlack.com illustrates a typical helical pile. The extensions have shafts similar to the lead sections, except without the helical ADDITIONAL LISTEE: plates. The helical pile lead sections and extensions are connected together by using an internal threaded pin and RAM JACK MANUFACTURING, LLC box system that consists of a box shop-welded into the 13655 COUNTY ROAD 1570 trailing end of the helical lead or extension sections. Each ADA, OKLAHOMA 74820 extension consists of a threaded pin and box on opposing ends. Figure 2 illustrates the helical pin and box EVALUATION SUBJECT: connections. The lead shafts and extensions are coated with a polyethylene copolymer coating complying with the RAM JACKS HELICAL FOUNDATION & DRIVEN ICC-ES Acceptance Criteria for Corrosion Protection of FOUNDATION SYSTEMS Steel Foundation Systems Using Polymer (EAA) Coatings (AC228), and having a minimum coating thickness of 1.0 EVALUATION SCOPE 18 mils (0.46 mm) as described in the approved quality Compliance with the following codes: documentation. 2012, 2009 and 2006 International Building Code(IBC) 3.2.2 Hydraulically Driven Pile System—Pilings, Properties evaluated: Connectors, Starter, and Guide Sleeve: The pilings consist of 27/8-inch-outside-diameter (73 mm) pipe having a Structural and geotechnical nominal shaft thickness of 0.217 inch, in either 3-, 5- or 7- 2.0 USES foot-long (914, 1524, or 2134 mm) sections. Connectors used to connect the pilings together are 12-inch-long Ram Jacke Foundation Systems include a helical pile system and a hydraulically driven steel piling system. The (305 mm), 2%-inch-outside-diameter(60.3 mm)pipe having helical pile system is used to transfer compressive,tension, a nominal shaft thickness of 0.19 inch, shop crimped and and lateral loads from a new or existing structure to soil inserted in one end of the piling section so that bearing strata suitable for the applied loads. The approximately 6 inches of the connector extends out of one hydraulically driven steel piling system is used to transfer end of the piling section. During installation, the subsequent compressive loads from existing foundations to load-bearing piling section slides over the connector of the previous piling soil strata that are adequate to support the downward- section. Figure 3 illustrates a typical piling used in applied compression loads. Brackets are used to transfer conjunction with a bracket. The starter consists of a 2'/8- the loads from the building foundation to the helical pile inch-diameter (73 mm) steel pipe Shaving a nominal shaft system or the hydraulically driven steel piling system. thickness of 0.217 inch, and a 2 /8-inch-outside-diameter (60.3 mm) pipe having a nominal shaft thickness of 0.19- 3.0 DESCRIPTION inch, which is shop crimped and inserted in one end of the 3.1 General: piling section so that approximately 6 inches of the The Ram Jack® Foundation Systems consist of either connector extends out of one end of the piling section. A helical piles or hydraulically driven steel pilings connected to 2/8-inch diameter-by- /8-inch-thick (3.2 mm by 60.3 mm) ASTM A36 steel soil plug is shop-welded inside the bearing foundation of a structure. 27/8-inch (73 mm) starter section against the 23/8-inch 60.3 mm) connector. The starter section is jobsite-installed 3.2 System Components: into the end of the initial piling and leads the piling in order 3.2.1 Helical Pile System—Lead Shafts with Helical o expand the soil away from the piling with a Plates and Extensions: The lead shafts consist of either 1/2-inch-outside-diameter (89 mm) steel ring having a '•evl ed eb ary 2014 ICC-FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed T•D, as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. Copyright C 2014 Pagel of 14 CJR-i oo4 I Most Widely Accepted and Trusted Page 8 of 14 loaded helical piles is less than three times the 5.13 Settlement of the helical pile is outside the scope of diameter of the largest helix plate at the depth of this evaluation report and must be determined by a bearing. An analysis prepared by a registered design registered design professional as required in 2012 and professional must also be submitted where the center- 2009 IBC Section 1810.2.3 and 2006 IBC 1808.2.12. to-center spacing of laterally loaded helical piles is less 5.14 The interaction between the hydraulically driven pile than eight times the least horizontal dimension of the pile shaft at the ground surface. Spacing between system and the soil is outside the scope of this report. helical plates must not be less than 3D, where D is the 5.15 The Ram Jacks Foundation Systems are manufactured diameter of the largest helical plate measured from the at the Ram Jack Manufacturing, LLC, facility located in edge of the helical plate to the edge of the helical plate Ada, Oklahoma, under a quality control program with of the adjacent helical pile; or 4D,where the spacing is inspections by ICC-ES. measured from the center-to-center of the adjacent 6.0 EVIDENCE SUBMITTED helical pile plates. Data in accordance with the ICC-ES Acceptance Criteria for 5.12 Connection of the side load bracket or the repair Helical Foundation Systems and Devices (AC358), dated bracket as it relates to seismic forces and the June 2013. provisions found in 2012 and 2009 IBC Sections 7 0 IDENTIFICATION 1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section 1808.2.23.1, and for all buildings under 2012 and 2009 The Ram Jacks Helical Foundation & Driven Foundation IBC Section 1810.3.6 (second paragraph) and 2006 System components are identified by a tag or label bearing IBC Section 1808.2.7, are outside the scope of this the Ram Jack logo, the name and address of Gregory evaluation report. Compliance must be addressed by Enterprises, Inc., the catalog number, the product the registered design professional for each site, and description, and the evaluation report number(ESR-1854). the work of the design professional is subject to approval by the code official. TABLE 1—FOUNDATION STRENGTH RATINGS OF BRACKETS' PRODUCT DESCRIPTION PILING DIAMETER ALLOWABLE CAPACITY NUMBER (inches) (kips) Compression Tension Lateral 4021.1 Side load bracket 2'/8 33.651'5 N/A N/A 4021.55 Side load bracket 31/2 55.12'•5 N/A N/A 4038.1 Side load bracket 2'/e 19.701'5 N/A N/A 4039.1 Side load bracket 27/8 32.071'5 N/A N/A 4075.1 New construction 2'/8 See Table 3A See Table 3B 1.4945 4079.1 New construction 27/8 See Table 3A See Table 3B 1.492.5 4076 New construction 3Yz See Table 3A See Table 3B 2.7945 41•3. Slab bracket 27/8 See Table 5 N/A N/A 27.9 @ 20°angle(tension only)`5 4550.2875.1 Tieback assembly 27/a s 27.6 @ 30°angle(tension only) or : n = .• mm, 1 kip(1000 Ibf)=4.48 kN. 'Load capacity is based on full scale load tests per AC358 with an installed 5'-0 unbraced pile length having a maximum of one coupling per 2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2.A 4-foot-long 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 sideway braced per 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 6-inch thick concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft. Bolts must be'/4-inch diameter complying with ASTM A325 and installed snug-tight with threads excluded. 5The tabulated values are based on installation with normal-weight concrete having a minimum compressive strength of 2500 psi(17.23 MPa). N/A=not applicable. ESR-1854 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 5-ALLOWABLE COMPRESSIVE LOAD CAPACITY RATING OF RAM JACK'S#4093 SLAB BRACKET SUPPORTING MINIMALLY REINFORCED NORMAL WEIGHT CONCRETE SLAB'' (Max.load rating=11.7 kips) Minimum Area Concrete of steel 28-day reinforcement In Compressive Concrete Concrete Slab', Maximum Pile Spacing Pile Load(kip) Strength,fc Floor Slab A.,mM Live Depth(t) Load (psi) (in) (In') (psi) 1 &2 Span 3 Span 1 &2 Span 3 Span 40 4'-10" 5'-5" 2.12 k 2.65 k 44 0.06 50 4'-6" 5'-1" 2.08 k 2.60 k 100 3'-7" 4'-0" 1.99 k 2.49 k 40 5'-8" 6'-4" 3.36 k 4.20 k 54 0.075 50 5'-5" 6'-0" 3.31 k 4.14 k 100 4'-4" 4'-11" 3.15 k 3.94 k 2,500 40 6-6" 7-3" 4.90 k 6.13 k 6 0.09 50 6'-2" 6-11" 4.83 k 6.03 k 100 5'-1" 5'-8" 4.59 k 5.74 k 40 8'-8" 9'-1" 10.61 k 11.70 k 83 0.12 50 8'-3" 8'-9" 10.30 k 11.70 k 100 6-9" T-T 9.34 k 11.67 k 40 5'-1" 5'-8" 2.33 k 2.91 k 44 0.066 50 4'-9" 5'-4" 2.29 k 2.86 k 100 3'-9" 4'-3" 2.19 k 2.73 k 40 6-0" 6'-8" 3.69 k 4.62 k 54 0.082 50 5'-8" 6'-4" 3.64 k 4.54 k 100 4'-T 5'-2- 3.46 k 4.33 k 3,000 40 6-10" T-T 5.39 k 6.73 k 6 0.098 50 6-6" T-3" 5.30 k 6.63 k 100 6-4" 6'-0" 5.05 k 6.31 k 40 9'-1" 9'-2" 11.66 k 11.70 k 83 0.131 50 6-8" 8'-9" 11.31 k 11.70 k 100 7'-1" 7'-7" 10.26 k 11.70 k For SI: 1 inch=25.4 mm;1 kip(1000 Ibf)=4.48 kN;1 psi=6.89 kPa; 1 psf=47.88 Pa. 'The maximum pile spacing shown are for floor slabs constructed of normal weight concrete(150 pcf)with minimum reinforcement(fy=60 ksi) 'The ACI 318 Section 10.5.1. The maximum floor slab spans shown assumes the minimum floor slab reinforcement is placed in the center of the slab (t/2). Longer spans can be achieved if the slab reinforcement is proven to be larger and/or placed below the central line of the floor slab. Structural calculations must be submitted for approval by a registered design professional for spans greater than those shown for a reinforced floor slab. 'The maximum load rating of the 4093 slab bracket controls the pile spacing. `The spans and pile loads shown for the 4-inch and 5-inch thick floor slab assumes the floor slab are being placed on a vapor barrier. Per Section 7.7.1 of ACI 318,the minimum concrete cover required is 11/2 inches.This table should not be used for the 4-inch and 5-inch thick floor slabs placed directly on soil, where the minimum concrete cover is 3 inches, which places the reinforcement above the neutral axis. Table 7 should be used for the 4 inch and 5 inch thick concrete slab cast directly on soil. TABLE 6-ALLOWABLE TENSION AND COMPRESSION LOADS FOR HELICAL PLATES(KIPS) yri rTIr11!*1177r+.TFglIPIIIIPwTT'l'rITITM7'rI1' 711"47_751ww (Inches) 2'/e 3'A 8 63.29 79.84 10 55.51 66.29 12 39.40 65.74 14 42.07 _ 60.42 For SI: 1 inch=25.4 mm; 1 kip= 1000 lbf=4.45 kN. 'Allowable load values are for helical plates made from 3/e-inch thick steel, except for the 14-inch diameter plate,which is made from%-inch thick steel.