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Specifications /l/i5t-)- 1 I(?(-1 S 5G.) /at �y STRUCTURAL CALCULATIONS Helical Anchors PROJECT: IZEP 10465 SW Highland Drive Tigard, OR 97224 APR 2 5 2016 New Deep Foundation Piles on s v . t-1 for LZB Earth Anchors 23331 NE Halsey Street Wood Village, OR 97060 -C�ucTVR,� 'CRv PR"�q R £ James G. Pier1 346 f son Inc. OREGON co C, Fi�G• N ��9 F °rah 10,°' �4z E 19 , FR R Go James G. Pierson, Inc. Consulting Structural Engineers 610 S.W. ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 April 20, 2016 • Project Scope The resedence 10465 SW Highland Drive in Tigard is a small one level wood framed house and has a small 16 ft x 10 ft additon that has settled. The addition is rectangular shaped in plan, roughly 16 feet by 10 feet. The founation walls are assumed 6" thick concrete with concrete footings. The dead and live load bear on new the foundation piers at the SE corner which was determined be 2.5 kips per anchor max with the piers at 5 ft o/c. The pier design consists of installing a series of steel helical piles to underpin the footings over the poor soil zone that has subsided. The gabled end of the house (very little vertical load) has settled the most due to the site slope and drainage and assumed poor soil. The intent of the anchors is to stablize the side of the additon from further settlement. Helical Anchor Design South Wall (worst case) Total Load = 2,500 lbs at 5'-0" ft max. spacing of anchors. (see load summary calcs attached) Factor of Safety : 2.0 (on soil) Design for C = 2.5 kips * 2.0 = 5.0 kips Use Helical Pull-down micropile 1 1/2" square shaft extensions SS-5 lead (8") Design — Per ESR-2794 Design Procedure for Chance SS-5 anchors or similar for round Pi Bracket. Light Duty Underpinning Brackets (Table 15 of ESR 2794 and Chance Product Guide) C150-0239 = 5 kips > 2.5 kips -- Okay P2 Shaft Extensions SS5 shafts Table 9 of ESR Report Project Job no. James G. Pierson, Inc. 10465 SW Highland Drive Consulting Structural Engineers ote`on nate Tigard,OR 04/20/2016 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Earth Anchors 1 ry C150-0008 typical but may use C150-0009 or C150-0047 (varies lengths) 32.6 kips allowable for all extensions > 5 kips design P3 Helical Design Table 5 of ESR Report Try 8", lead C150-0001 lead. Allowable : 8" = 28.7 k, Total = 28.7 kips > 5 kip design - Okay P4 Soil Properties Per IBC, weak soil (1000 psf bearing) was assumed with typical blow counts assosicated with that bearing. Use Factor of Safety of 2.0 for soil properties per ESR Report Expect around 13 foot of depth using the 8" lead sections to achieve the 5 kips capacity (500 ft lbs of torque or more). Capacity = 5 kips > 2.5kips x 2.0 (FS) at 10 ft depth. Project Job no. James G. Pierson, Inc. 10465 SW Highland Drive Consulting Structural Engineers Location Dat` Tigard,OR 04/20/2016 610 S.W.Alder.Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Chen( Shoot no Earth Anchors 2 • _...... __ _....._ , O • T_ d~tt1 i ps t" 1 1( i',rJ,..t ,��+�i s _ t a . . ASA e,411444c5 L Ae4�a \. ,4MIVO f 4.it.,t`z'S ,, , ri, ( alt ai ;__ o R 1�.�(! k ; 5j , J7 ���i : ' - �SaV , � D err G..,`t, • s' I. . -•• V Ct•56 '0P 'ivt �\Ci as • � fE , R SS' • -L„'s./ic 4 a-c4 ms s. I r 4(16'. k . �cs,'�(d+[ -4a it'i 4 L 3 alp -t1C'fc C 15"0t.oi39 {ifw UI �jt�c�t . . James G. Pierson, Inc. pC0JeC1 Job no. it u41+lo tlh;►-r Consulting Structural Engineers Location Daze 320 S.W.Stark,Suite 535 Portland,Oregon 97204 4- I ti lib Client Tel: (503) 226-1286 Fax: (503) 226-3130 Sheet no. • c 4,1A4 ca-41, •AX 0( (2-) AA Vri q a F d� J ' ��� pari k�`y ' 7' 1 } ' 't, lti 51 E'Set 2144., (1' (Ar6(4 oa 65 ' 2 ei4t Project Job no. James G. Pierson, Inc. \ti\/qkJ D(‘Ire Consulting Structural Engineers Location °a'° 320 S.W.Stark,Suite 535 Portland,Oregon 97204 4 j y j Tel: (503) 226-1286 Fax: (503) 226-3130 client Sheet no. ESR-2794 I Most Widely Accepted and Trusted Page 15 of 20 TABLE 3-MODELS AND DIMENSIONS OF CHANGE REMEDIAL REPAIR BRACKETS AND T-PIPES BY CATALOG NUMBER' Catalog Pier A B C D E F G H I J K L M N P . Number Model (in) (in)_ (in) _ (in) _(in) _ (in) (in) (in) (in) (in) (in) (in) (in) (in) (in) C1500121 SS5 14.0 6.5 7.0 4.8 11.3 11.5 4.1 - 15.9 8.4 0.69 - - - - C1500147 SS175 17.3 8.5 9.5 17.7 _ 15.1 15.2 4.1 8.1 15.0 8.5 0.69 - - - C1500299 SS175 14.0 _ 6.5 7.0 4.8 _ 11.3 11.5 4.1 - 15.9 8.4 0.69 - - - C1500474 SS175 - - _ - - - - - - - - - 3.25 34.0 11.5 2.00 C1500486 SS5 - _ - - - - - - - - - - 2.63 18.0 9.25 2.00 C1500487 SS5 - - - - - - - - - - - 2.63 18.0 9.25 1.75 C1500488 SS175 - - _ - - - - - - - - - 2.88 18.0 9.25 1.75 For SI: 1 inch=25.4 mm. 'Refer to Figures 3,4 and 6 for dimensions A through P. TABLE 4-MODELS AND DIMENSIONS FOR NEW CONSTRUCTION PILE CAPS' Catalog Pier A B C D Number Model (in) (in) (in) (in) C1500458G SS5 0.50 2.38 - - • C1500459G SS175 0.75 2.88 - - C1500465G SS5 0.50 2.38 1.09 0.81 C1500467G SS175 0.75 2.88 1.70 1.00 For SI: 1 inch=25.4 mm.'Refer to Figure 7 for dimensions A through D. TABLE 5-NOMINAL,LRFD DESIGN AND ASD ALLOWABLE STRENGTHS OF HELIX PLATES FOR SHAFT AXIAL TENSION AND COMPRESSION' Pile Outside Dimension Thickness Nominal Strength LRFD Design Strength ASD Allowable Strength Model (in) (in) (kips) (kips) , ip 8 3/8 57.3 51.6 28.7 1 SS5 10 3/8 47.7 42.9 23.8 12 3/8 44.2 39.8 . .1 14 3/8 54.1 48.7 27. 8 1/2 68.0 61.2 34.0 SS175 10 3/8 66.1 59.5 33.1 12 3/8 57.5 51.7 28.7 14 3/8 51.8 46.7 25.9 For SI: 1 inch=25.4 mm,1 kip=4.448 kN. 'Capacities include allowance for corrosion over a 50-year service life. TABLE 6-NOMINAL AND LRFD DESIGN STRENGTHS OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER12 Nominal Design Nominal&LRFD Design Compression Strengths(kips), Catalog Tension Tension Firm Soil Soft Soil Number Strength Strength Fixed Pinned Fixed Pinned (kips) (kips) Nominal I Design Nominal I Design Nominal I Design Nominal I Design SS5 Helical Pile Lead Sections C1500001 57.3 51.6 -.3 5•i 4;.: C1500002 57.3 51.6 57.3 51.6 54.4 48.9 C1500003 47.7 42.9 4 7 42 9 47. 42.: C1500004 44.2 39.8 •4. •. •..2 •.8 C1500005 54.1 48.7 54.1 48.7 54.1 48.7 C1500006 70.0 52.5 89.8 80.8 54.4 48.9 C1500007 70.0 52.5 89.8 80.8 54.4 48.9 C1500031 70.0 52.5 89.8 80.8 54.4 48.9 C1500051 70.0 52.5 89.8 80.8 54.4 48.9 C1500058 47.7 42.9 47.7 42.9 47.7 42.9 C1500156 57.3 51.6 57.3 51.6 54.4 48.9 01500160 70.0 YEA-Y Y89CY Nt0.1( Y ''4.4'f- Y V.9Y C1500161 70.0 52.5 89.8 80.8 54.4 48.9 ..6 24.0 13.6 12.2 C1500242 44.2 39 8 44 2 39.; 44. 39.8 C1500243 54.1 - . - C1500397 70.0 52.5 89.8 80.8 54.4 48.9 C1500398 70.0 52.5 89.8 80.8 54.4 48.9 C1500489 70.0 52.5 89.8 80.8 54.4 48.9 C1500531 44.2 39.8 44.2 39.8 44.2 39.8 C15000070302 70.0 52.5 89.8 80.8 54.4 48.9 T1100607 70.0 52.5 89.8 80.8 54.4 48.9 T1100676 57.3 51.6 57.3 51.6 54.4 48.9 T1100677 47.7 42.9 47.7 42.9 47.7 42.9 T1100678 44.2 39.8 44.2 39.8 44.2 39.8 T1100720 70.0 52.5 89.8 80.8 54.4 48.9 (Continued) • ESR-2794 ( Most Widely Accepted and Trusted Page 17 of 20 TABLE 7-ASD ALLOWABLE STRENGHTS AND MAXIMUM INSTALLATION TORQUES OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER"(CONTINUED) Allowable Maximum ASD Allowable Compression Strengths(kips) Catalog Tension Installation Firm Soil Soft Soil _ Number Strength Torque Fixed Pinned Fixed Pinned (kips) (lb-ft) SS175 Helical Pile Lead Sections C1100227 50.0 60.0 60.0 C1100235 50.0 60.0 60.0 _ C1100247 50.0 60.0 60.0 C1100505 50.0 60.0 60.0 C1500010 34.0 34.0 34.0 C1500011 33.1 _ 33.1 33.1 C1500012 50.0 60.0 60.0 C1500093 50.0 60.0 60.0 C1500179 50.0 60.0 60.0 C1500180 50.0 10,500 60.0 60.0 30.2 15.4 C1500181 50.0 60.0 60.0 C1500401 50.0 60.0 60.0 C1500402 50.0 60.0 60.0 C1500493 50.0 60.0 60.0 T1100674 50.0 60.0 60.0 T1100730 50.0 51.8 51.8 T1100853 50.0 60.0 60.0 T1500264 34.0 34.0 34.0 For SI: 1 kip=4.448 kN,11bf-ft=1.356 N-m. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition,pinned condition,soft soil and firm soil. 2Strength ratings include an allowance for corrosion over a 50-year service life and presume the supported structure is braced in accordance with Section 1810.2.2 of the 2012 and 2009 IBC(Section 1808.2.5 of the 2006 IBC). TABLE 8-NOMINAL AND LRFD DESIGN STRENGTHS OF HELICAL PILE EXTENSION SECTIONS BY MODEL" Nominal Design Nominal&LRFD Design Compression Strengths(kips) Pile Tension Tension Firm Soil Soft Soil Model Strength Strength Fixed Pinned Fixed Pinned (kips) (kips) Nominal Design Nominal Design Nominal Design Nominal Design SS5 70.0 52.5 89.8 80.8 54.4 48.9 26.6 24.0 13.6 12.2 SS175 99.8 75.0 100 90 100 90 50.5 45.4 25.8 23.2 For SI: 1 kip=4.448 kN. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition,pinned condition,soft soil and firm soil. 2Strength ratings include an allowance for corrosion over a 50-year service life and presume the supported structure is braced in accordance with Section 1810.2.2 of the 2012 and 2009 IBC(Section 1808.2.5 of the 2006 IBC),and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. TABLE 9-ASD ALLOWABLE STRENGTHS OF HELICAL PILE EXTENSION SECTIONS BY MODEL" Allowable Maximum ASD Allowable Axial Compression Strength(kips)) Pile Tension Installation Firm Soil Soft Soil M.del Sten. h T.rqu- (ki..) (Ib- ) I .. 'in •. Fixed Pinned SS5 35.0 5,700 53.8 32.6 16.0 8.1 • i. s • •• -.s .i : .8 : 30.2 15.4 For SI:1 kip=4.448 kN, 11bf-ft=1.356 N-m. 'Refer to Sections 4.1.3 of this report for descriptions of fixed condition,pinned condition,soft soil and firm soil 2Strength ratings include an allowance for corrosion over a 50-year service life and presume the supported structure is braced in accordance with Section 1810.2.2 of the 2012 and 2009 IBC(Section 1808.2.5 of the 2006 IBC),and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. TABLE 10-NOMINAL STRENGTHS OF REMEDIAL REPAIR BRACKETS1'2'3'4 Bracket T-Pipe Nominal Strength in Axial Compression(kips) Catalo. Catalog Pile 2500 psi Concretes 3000 psi Concretes 4000 psi Concretes m.-r !mb r 'rm oil S•ft S.il Firm Soil Soft Soil Firm Soil Soft Soil C1500121 C1500486 SS5 36.3 26.6 36.3 26.6 36.3 26.6 C 501121 C 501.87 S 7,_.6 26.. 82.9 26.6 89.8 26.6 1 102•' 1 104:: B-1/5.------ 3.: '.5 91.4 50.5 99.0 50.5 C1500147 C1500474 SS175 100 50.5 100 50.5 100 50.5 C1500738 Incl w/Brkt SS5 50.9 23.1 50.9 23.1 50.9 23.1 For SI: 1 kip=4.448 Kn. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition,pinned condition,soft soil and firm soil. 2Strength ratings include an allowance for corrosion over a 50-year service life and presume the supported structure is braced in accordance with Section 1810.2.2 of the 2012 and 2009 IBC(Section 1808.2.5 of the 2006 IBC). 'Strength ratings apply to the specific bracket,T-pipe and anchor/pile models listed. tee Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. sRefer to the specified compressive strength of concrete at 28 days. 1 Installation Instructions for 404:z) C150-0239 POWER SYSTEMS Light-Duty Underpinning Bracket This product must be installed by A.B.Chance Company certified dealers trained to install Chance HELICAL PIER®Foundation Systems. Bracket features: Lifting-B•It Socket 1. Mechanical rating: 5,000 lb.working load Bolt Guide Z.--_-----:IJ 2. Used primarily under porches,patios,light concrete slabs P150-0236 with low dead and live loads. Beveled Base 3. Designed to fit concrete slabs—4-inch minimum thickness MMS 1/2"-diameter 4. Bracket weight: 18'/2 lb. 1-inch diameter anchor bolt slots 5. Bracket has 4 inches of lifting capacity. Lifting Bolt 6. Bracket is designed to be used with a 11/2-inch round- cornered-square(RCS)shaft anchor installed vertically Slab face , Bracket seat next to a concrete slab. mounting tabs IF 7. Bolt guide reduces effort needed to torque lifting bolt by creating a floating pad on top of anchor shaft.WARNING Potential structural collapse. Can cause severe property damage,personal injury,or death. Light-Duty Bracket Verify structural integrity of the slab before lifting orC150-0239Pipe stabilizing is attempted. (includes Bolt Guide P150-0236) Bracket installation: 1. Excavate hole about 1 foot below the bottom of concrete 7. Rotate bracket under slab.Anchor shaft will have to be slab.Hole must also be approximately 1 to 11/2 feet wide. pulled back away from slab face to allow anchor bolt 2. Prepare slab by chipping away irregularities from bottom mounting tabs to clear. and side surfaces. Bracket must fit flush against both 8. Seat bracket firmly against slab.Mark and drill anchor surfaces. bolt holes for'/2-inch diameter anchor bolts. 3. Install anchor vertically next to front face of slab.Pier 9. Install anchor bolts following the recommended should be as close to slab face as possible. procedure as outlined by the bolt manufacturer.Bracket Note: For detailed HELICAL PIER Foundation Systems requires two 1/2-inch bolts, each with at least 3,500 lb. installation instructions, see Chance Bulletin 01-8906 tension capacity. contained in your underpinning training manual. 10.Lubricate threads of 1-inch diameter lifting bolt with 4. Continue installing anchor to predetermined torque by grease and install into bracket. Stabilize or lift slab by adding extensions as necessary.Terminate installation torquing bolt. With a properly installed bracket and or cut off shaft 1 inch below bottom of slab. anchor,application of 120 to 160 ft.-lb.of torque to the 5. Lubricate socket and base of the bolt guide.Any type of lubricated bolt will develop 5,000 lb. of lift. lubrication grease should work. Place the bolt guide with its socket side facing up on top of the anchor shaft. WARNING 6. With seat of bracket rotated away from concrete slab face,slip pipe over anchor shaft. Potential structural collapse. Can cause personal injury or death. NOTICE Stay clear of any voids under the stab that were created during the lifting or stabilizing process Slip the pipe over the anchor shaft very carefully. Do not knock the bolt guide off the top of the anchor shaft.The bolt ? WARNING guide reduces the effort needed to turn the lifting bolts. Potential structural collapse. '— Lifting Bolt Can cause personal injury or death. Do not exceed 200 ft-lbs of torque on the lifting bolt. 11.Complete installation by cutting off revealed lifting Pipe Cap -- sJ► bolt flush with the pipe cap. Bolt Guide ' Installation iCAU—ION Detail Potential tripping hazard. Can cause personal injury. 'i ; Cut off the lifting bolt flush with the top of the pipe cap. 12.Backfill any voids created under the slab. Backfill and Anchor c.1 tamp the installation holes. 11/2"RCS shaft NOTE:Because Chance has a policy of continuous product improvement,it reserves the right to change design and specifications without notice. ©1998 Hubbell/Chance, 210 N.Allen St., Centralia, MO 65240 USA Phone 573-682-8414 Bulletin 01-9401 RGS Printed in USA Qe„ MGR