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Plans 04. It'I 0 0 NOTE:DIMENSIONS AND LOCATIONS APPROXIMATE: i u o049cLOT BOUNDARIES BASED ON: N .rte'' WASHINGTON COUNTY SURVEY 20686 BY:THOMAS BURTON PLS-MAR 27 1984 AND WASHINGTON COUNTY GIS FOR LOT 10300 ON TAX MAP 2S103DB 4.4 LL V APPROXIMATE STRUCTURE LOCATION PER AERIAL IMAGERY(WASHINGTON COUNTY GIS) N +4 <z p OTHER STRUCTURES NOT A PART OF THE PROJECT ARE NOT SHOWN W f_2! Q '�15 -- -----\ 'V�C 6'-2" -.4.- 1".......\01 � � � 1 N87°43'03"E — --- - .4C)41 LLI Q ° r �— z r' fi- i RESIDENCE ,----- p / - 4''c'''' P \S CS J p 0 CI IF : r (- \ SITE PLAN d. . , > 40 in It �'� 1:250 IA60 � .4cnaa�' NAIMORTIER ANG ENGINEERS CIVIL I STRUCTURAL I FIRE Structural Calculations Push Pier Foundation Repair 13220 SW Genesis Lp., Tigard, OR Prepared For: TerraFirma Work Order: 21816 Date: 16 May 2018 Project Abstract: The structural calculations enclosed are in reference to the design of remedial foundation supports for the residence referenced on the cover page. The push pier system and brackets are designed as foundational supports for the residence to resist vertical loading from the roof, floor, wall, concrete foundation, and concrete slab loading. Piers are driven through a foundation support bracket until a load bearing stratum is encountered. Confinement of the pier is provided by lateral earth pressures, and an additional external sleeve is used to resist minor eccentric loading. Once all piers are placed to minimum installation pressures, they are loaded simultaneously to provide stabilization and/or lifting of the structure, pier caps are then used to lock brackets in place. 1355 OAK ST., STE 200-EUGENE, OREGON 97401 P: (541)484-9080 I F: (541)684-3597 Table of Contents 5/23/18 Structural Calculations PR°�s V `C' Push Pier Foundation Repair ` ` = ► Location *RE ON S„ t 9 70\' 1(,!'t C\ \ Prepared For: TerraFirma ° 4L m0 Work Order: 21816 Date: 16 May 2018 Subject Page General Project Information Dead and Live Loads 1 Snow and Rain Loads 2 SEAQ Snow Load Report 3 Push Pier Vertical Design Overview 4 Loading 5 Pier Capacity 6-8 Foundation Beam Capacity 9 royal@mortiereng.com Royal Mortier, PE 2018.05.23 15:32:54-07'00' DIGITAL SIGNATURE FOR VERIFICATION OF ELECTRONICALLY TRANSIMITTED DOCUMENTS ONLY. SIGNATURE WILL AUTOMATICALLY VOID IF DOCUMENT IS MANIPULATED ELECTRONICALLY. N Royal Mortier,P.E. 1355 OAK ST., STE 200—EUGENE, OREGON 97401 P: (541)484-9080 I F: (541)684-3597 • Oregon Snow Loading The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup Results Latitude: 45.4246866766691 Longitude: -122.79478943158863 Snow Load: 10.0 psf Modeled Elevation: 295 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ©Copyright 2010-2013 seao.org All rights reserved. MORTIER ANG CIVIL I STRUCTURAL I FIRE M ENGINEERS 1355 OAK STREET,RTE 200 EUGENE,OR 97401 P:541-484-9080 I F:541-484-6859 Work Order: 21816 Project: 13220 SW Genesis Lp.,Tigard Date: 5/16/18 Push Pier Design Foundation Supportworks-Technical Manual 3rd Ed. The Foundation Support Works Push Pier System is comprised of a steel foundation bracket assembly and a segmented round steel pier tube. ;The push pier system and brackets are designed as foundation supports and resist vertical loading from the roof,floor,wall,concrete foundation, and concrete slab.The pier tube is driven throught the bracket and into the soil utilizing the structure being supported as a reaction to the drive force.The use of push pier systems is limited to structures that have sufficient structural load and/or contributory soil load to provide adequate resistance to advance the piers to a competent bearing stratum. Push pier systems are generally considered for compression-only application. Piers are driven through a foundation support bracket until a load bearing stratum is encountered. Confinement of the pier is provided by lateral earth pressures,and an additional external sleeve is used to resist minor flexural demands from bracket eccentric loading. Once all piers are driven to the specified drive force,they are loaded simultaneously to provide stabilization and/or lifting of the structure,pier caps are then used to lock brackets in place. f IAPMO UES ER-289 currently does not address use of this system within seismic design category D or higher. The entire underpinning system has 1. been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a professional engineer. ;Soil conditions as noted in section 5.5 of ER-289 were not noted in the area. Design reductions,corrosion considerations,and axial and bending capacities of the external sleeve have been incorporated. Concrete foundation span capacities have been analyzed assuming lack of rebar and per ACI 318-11 22.4.5. Jurisdiction and Codes Juridiction/Bldg.Department City of Tigard 2014 Oregon Structural Specialty Code(OSSC) 2014 Oregon Residential Specialty Code(ORSC) 2012 International Building Code(IBC) 2012 International Residential Code(IRC) 2012 International Existing Building Code(IEBC) Design Summary Pier Designation PP288 Design Load to Pier 8.6 kip(Pu) Maximum Spacing 6 ft Steel P-M Interaction Check 0.4 OK Minimum Tip Embedment 8 ft End Bearing Capacity 9.6 kip,. OK Minimum Install Load 19.2 kip End Bearing Factor of Safety 2.23 OK Min Specified 3.5"Install Pressure 2000 Min Footing H x W(inches) 30 6 Min Specified 4.25"Install Pressure 1356 psi Design Loads Dead Loads Live Loads Roof Dead Load 17 psf(DLR) Roof Load 20 psf(RL) Wall Dead Load 10 psf(DLW) Snow Load 20 psf(SL) Floor/Deck Dead Load 12 psf(DLF) Floor Live Load 40 psf(LL) Concrete Dead Load 150 pcf(DLCONC) Deck Live Load 40 psf(LL) MORTIER ANG CIVIL I STRUCTURAL I FIRE $ 1355 ENGINEERS OAK STREET,STE 200 EUGENE,OR 97401 P:541-484-9080(F:541-484-8859 Work Order: 21816 Project: 13220 SW Genesis Lp.,Tigard Date: 5/16/18 Vertical Loads to Pier Roof Roof Tributary Length 14 ft(Ltrib) Roof Load(RL)at Foundation wRL =RL x LTrib 280 plf(wRL) Roof(DLR)at Foundation WDLR =DLR X LTrib 238 Plf(wDLR) Snow Load(SL)at Foundation WSL =SL x LTrib 280 plf(WSL) Floors, Decks, and Walls Number of Floors 2 -(NFL) Floor Tributary Length 7 ft(Ltrib) Number of Deck Levels 0 -(Ndeck) Deck Tributary Length 0 ft(`crI ib Deck) Total Wall Height 18 ft(HWaii) Floor Dead Load(DLF)at Fnd. WDLF =DLF X NFl X LTrib +DLdeck X NDeck X Ltrib deck 168 Plf(WDLF) Floor Live Load(LL)at Fnd. wDL = LLfloor X NFl X LTrib +LLdeck X NDeck X Ltrib deck 560 plf(MI) Wall Dead Load(DLw)at Fnd. WDLW =DLw X Hwalii 180 plf(whAlDLW) Foundation Floor Slab Tributary Length 0 ft(Ltrib) Stemwall Width 6 in(wsW) Floor Slab Thickness 0 in(t51) Stemwall Height 36 in(h5W) Floor Slab Dead(DLSLB)at Fnd. wLLSLB =DLCONC X tSl X LTrib 0 Plf( N/DLSLB) Floor Slab Live(LLSLB)at Fnd. wDLSLB =LL x LTrib 0 Plf(wLLSLB) Stemwall Dead(DLsw)at Fnd. WDLSW =DLCONC X WSW x hsw 225 plf(wDLsw) Design Axial Load Pile Tributary Length 6 ft Shall not be less than 30"(to preclude pile group action) 2014 OSSC EQ 16-09(ASD) 8.23 kip(Pu) 1.0 DL+1.0 LL . 2014 OSSC EQ 16-10(ASD) 6.55 kip(Pu) 1.0 DL+1.0(SL or RL) 2014 OSSC EQ 16-11(ASD) 8.65 kip(Pu) 1.0 DL+0.75 LL+0.75(SL or RL) Controls • MORTIER ANG CIVIL I STRUCTURAL I FIRE N$ 1355 ENGINEERS OAK STREET,STE 200 EUGENE,OR 97401 P:541-484-9080 I F:541-484-6859 Work Order: 21816 Project: 13220 SW Genesis Lp.,Tigard Date: ' 5/16/18 Pier and Sleeve - Capacity Check Sleeved section of pier is used to resist minor flexural demands at the head of the pier due to bracket eccentricity. Soil stabilizes the pile below the sleeve regardless of soil stiffness(Coduto 2001). Pier-Section Properties Sleeve-Section Properties Steel capacity calculated with 50 year corrosion loss per ICC-ES AC358-3.9 applied to pier and sleeve. Cross Sectional Area 1.098 in2(As) Cross Sectional Area 1.857 in2(As) Plastic Section Modulus 0.948 in3(Z) Plastic Section Modulus 1.943 in3(Z) Radius of Gyration 0.959 in(r) Radius of Gyration 1.163 in(r) Moment of Inertia 1.011 in4(I) Moment of Inertia 2.511 in4(I) Compression Capacity(AISC 360-10 E3) Compression capacity calculated with pier section only. External sleeve does not resist axial load and only contributes flexural resistance.All sections compact-Local buckling limit state does not apply. Slenderness Ratio 52.5 -(KL/r) Design Compression(ASD) 8.65 kip(P„) Critical Stress 40.9 ksi(Fcr) Pier Compression Capacity(ASD) 26.87 kip(PN/f)) Check Pu<PN/C) OK - Flexural Capacity(AISC 360-10 F8) All sections compact-Local buckling limit state does not apply. Moment distribution between pier and sleeve based on relative stiffnesses. Bracket Eccentricity 0.5 in(e) Total Design Moment(ASD) 4.32 kip-in(Ma) Design Moment to Pier(ASD) 1.24 kip*in(M„) Design Moment to Sleeve(ASD) 3.08 kip*in(Ma) Cased Section Flex.Capacity(ASD) 28.39 kip*in(MN/R) Sleeve Section Flex.Capacity(ASD) 58.18 kip*in(Man) Check Mu<MN/C) OK - Check Mu<MN/C) OK - Combined Stress Check for Compression and Flexure of Pier Section AISC 360-H1 Combined Stress Check 0.36 -(RA/Ru) Check Eq H1-1a and H1-1b OK - MORTIER ANG CIVIL I STRUCTURAL I FIRE •, ENGINEERS 1355 OAK STREET,STE 200 EUGENE,OR 97401 R 541-484-9080 I F:541-484-6859 Work Order: 21816 Project: 13220 SW Genesis 1p.,Tigard Date: 5/16/18 Geotechnical - Capacity Check Install Parameters Min 3.5"Ram Install Pressure 1798 psi Min 4.25"Ram Install Pressure 1218 psi Specified 3.5"Ram Install Pressure 2000 psi Specified 4.25"Ram Install Pressure 1356 psi Tip Depth 8 ft Tip Configuration Collared Groundwater Table Depth 99 ft End Bearing Capacity Friction reducing collar precludes the development of skin friction during installation so that driving force is a direct measurement of the nominal !! end bearing capacity of the soil at the tip of the pier. Allowable end bearing capacity is evaluated by dividing the drive force by the factor of safety. Where stiff soils require the removal of the friction collar to achieve min stable depths,the skin friction calculated below shall be subtracted from the nominal end bearing capacity. Specified Drive Force 19.24 PD(kip) Design Load 8.65 Pu(kip) Min Factor of Safety 2.00 - Allowable End Bearing Capacity 9.62 kip(PN/f2) Factor of Safety 2.23 - OK • peAI MORTIER ANG CIVIL I STRUCTURAL I FIRE #• ENGINEERS 1355 OAK T, 0 EUGENESTREE,OR STE 9740201 P:541-484-9080 I F:541-484-6859 Work Order: 21816 Project: 13220 SW Genesis Ip.,Tigard Date: 5/16/18 Existing Foundation Beam - Capacity Check Upon lift,existing continous footing is now considered a beam. While we assume some amount of reinforcement is likely present,in accordance with ACI 318-1122.4.5,provisions of ACI 318-11 Chapter 22.5 for structural plain concrete are used to evaluate the capacity of the existing foundation beam with no reinforcement. Design Moment in Foundation Beam (with LRFD Load Combinations) Conservatively assume simple span beam Mu=wl2/8 Foundation Beam Span 6 ft 2014 OSSC EQ 16-1(LRFD) 5109 lb-ft(Mu) 1.4 DL 2014 OSSC EQ 16-2(LRFD) 9041 lb-ft(Mu) 1.2 DL+1.6 LL+0.5(RL or SL) 2014 OSSC EQ 16-3(LRFD) 7655 lb-ft(Mu) 1.2 DL+1.6(SL or RL)+0.5 LL Flexural Capacity of Foundation Beam Min Specified Foundation Width 6 in Min Specified Foundation Depth 30 in Assumed Concrete Strength 2000 psi(Pc) Section Modulus 900 in3(SX) Design Moment(LRFD) 9041 lb-ft(Me) Flexural Capacity(ACI 318-11 EQ 22-2) 10062 Ib ft(CMN) ; Phi=0.6 per ACI 318-11-9.3.5 Check Mu<4MN OK -