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Specifications (21) -06(-)FS' Ski OFTICE COPY 3i 2- 4-vr_ , ( A 6975 SW SANDBURG ST#160 " — 4-; TIGARD,OR 97223 (971)371-1958 SNLIC EtikAl,Li( STRUCTURAL CALCULATIONS Laird Residence Underpinning 14392 SW 88th Ave. Tigard, OR 97224 Prepared for Terrafirma Foundation Systems i.e.Structural Job# S101-332 pTiloit11:0126,v G k at ct de:1‘ N 73 626 dr OREGON 21 9PN w. vt3t ESIPIRESlearta 0 Project Laird Residence Underpinning Sheet: ' Client Terrafirma Foundation Systems Date; 3/1/2017 Job*: 5101-332 Revised: Subject: Structural Narrative and Design Criteria By: RWV a STRUCTURAL NARRATIVE The purpose of the proposed underpinning work is to stabilize the southwest corner of the garage to improve the serviceability of the existing structure. Thls calculation package provides the engineering required to show conformance to all referenced codes for the underpinning system consisting of Foundation Supportworics model PP288 push piers. The push pier system utilizes a bracket assembly and round steel tube sections hydraulically driven into the earth to transfer loads from the structure to load bearing stratum below. It is notable that this work is voluntary in nature,and is not mandated by building code requirements.The remainder of the structure is beyond i.e. Structural's scope of work. There is no ICC-ES report currently approved for underpinning systems within seismic zone 0,thus the entire underpinning system has been reviewed and analyzed as a fully engineered system complying with all current codes and stamped by a licensed design professional.Applicable requirements per the International Building Code 2012(18C)inducing,deep foundation guidelines,load combinations,special inspection and testing requirements are included In this document.Bracket fabrication and welding is completed by Behien Mfg. Co. In conformance to AWS D1.1. The Contractor's means and methods of installation are beyond the scope of these calculations. DESIGN CRITERIA Building Department: City of Tigard Building Codes: 2012 International Building Code(IBC) 2014 Oregon Structural Specialty Code(OSSC) Design Loads: Floor Dead Load 15 psf Roof Dead Load 15 psf Deck Dead Load 6 psf Floor Live Load 40 psf Wall Dead Load 10 psf Snow Load 20 psf Concrete Unit Weight 150 pcf Brick Veneer Unit Weight 40 psf Governing Load Combinations: D+.75L+.738 D+L 1.2D+1.OL+1.6S Project: Laird Residence Underpinning Sheet: L. „r, Client: Terrafirma Foundation Systems Date: 3/1/2017 Job#: S101-332 Revised: • Subject: Push Pier Design By: RWV PUSH PIER DESIGN-PIER#1 Dimensional Inputs: Loads: 1st Floor Tributary Width 3,00 ft Floor Dead Load 50 psf 2nd Floor Tributary Width 0030 ft Roof Dead Load 13 pat Roof Tributary Width 5.0 ft Deck Dead Load 6 psf Deck Tributary Width 0.00 ft Floor Live Load 40 psf Wall Height 10 ft Wall Dead Load 10 psf Length of Wall Supported 3,50 ft Snow Load 20 psf Stem Wall Height 14 In Concrete Unit Weight 150 pcf Stem Wall Thickness 6 in Veneer Unit Weight 40 psf Footing Width 14 in Footing Thickness 10 in Pier Loads: Veneer Height 9 ft Dead Load 3923 lb Live Load 420 lb Line Loads: Snow Load 1295 lb 1st Floor Dead Load 150 plf Design Load 5209 lb D+.75L+.75SS 2nd Floor Dead Load 0 plf %Dead Load 76 % Roof Dead Load 75 pif Deck Dead Load 0 plf Installation and Testing Guage Pressures: Wood Wall Dead Load 100 plf FS(testing) 2 Stem Wall Dead Load 88 pif Hydraulic Ram Area 9.2 sq. in Foundation Dead Load 146 pit Guage Pressure 1200 psi Veneer Dead Load 300 pit Hydraulic Rem Area 14.1e sq.In 1st Floor Live Load 120 pif Guage Pressure 800 psi 2nd Floor Live Load 0 pif Deck Live Load 0 pif Snow Load 100 Of Rxn from Garage Beam: b01 3.0 ft b02 5 W2 war 45 ptf w51 BO pif w12 113 pif W � r r a ws2 150 pit Ko 709 b Ks 945 lb ,( )0. RxnI L/2 Push Pier 1 Design Load= 5209 lb • Minimum 3.5"Ram Installation Gauge Pressure at 1200 psi Minimum 4.25"Ram Installation Gauge Pressure= 800 psi Project: Laird Residence Underpinning Sheet 3 Client: Terrafirma Foundation Systems Date: 311!2017 Job#: $101-332 Revised: F. '' " Subject: Push Pier Design By: RWV PUSH PIER DESIGN-PIER#2 Dimensional Inputs: Loads: 1st Floor Tributary Width 3.00 ft Floor Dead Load 50 psf 2nd floor Tributary Width 0.00 ft Roof Dead Load 15 pat Roof Tributary Width 6.0 ft Deck Dead Load 6 psf Deck Tributary Width 0.00 ft Floor Live Load 40 psf Wail Height 10 ft Wall Dead Load 10 psf Length of Wall Supported 6.00 ft Snow Load 20 psf Stem Wall Height 14 in Concrete Unit Weight 150 pcf Stem Wall Thickness 6 in Veneer Unit Weight 40 psf Footing Width 14 in Footing Thickness 10 in Pier Loads: Veneer Height 0 ft Dead Load 4034 lb Live Load 720 lb Line Loads: Snow Load 1512 lb 1st Floor Dead Load 150 plf Design Load 5708 lb 0+.75L+.75SS 2nd Floor Dead Load 0 plf %Dead Load 71 % Roof Dead Load 90 plf Deck Dead Load 0 plf installation and Testing Guage Pressures: Wood Wall Dead Load 100 pit FS(testing) 2 Stem Wall Dead Load 88 pif Hydraulic Ram Area 9.2 sq.in Foundation Dead Load 148 pif Guage Pressure 1300 psi Veneer Dead Load 0 plf Hydraulic Ram Area 14,1 18 eq..In 1st Floor Live Load 120 Of Guage Pressure 900 psi 2nd Floor Live Load 0 plf Deck Live Load 0 plf Snow Load 120 plf Rxn from Roof Hip Beam to Garage Beam: Do aW � WD 180 pit ws 240 pit Ko 594 lb Ms 792 lb RXrt Push Pier Type 2 Design road- 6708 lb Minimum 3.5"Ram installation Gauge Pressure: 1300 pal Minimum 4.25"Ram Installation Gauge Pressure 2 900 psi Project: Laird Residence Underpinning Sheet: 4 � Client Terrafirma Foundation Systems Date: 3/1/2017 Job 0: $101-332 Revised: ,.` , ; Subject: Push Pier Design By: RWV PUSH PIER DESIGN-PIER#3 Dimensional Inputs: Loads: 1st Floor Tributary Width 3.00 ft Floor Dead Load 15 psf 2nd Floor Tributary Width 0.00 ft Roof Dead Load 15 pal Roof Tributary Width 7.50 ft Deck Dead Load 6 psf Deck Tributary Width 0.00 ft Floor Live Load 40 psf Wall Height 10 ft Wall Dead Load 10 psf Length of Wall Supported 6.00 ft Snow Load 20 psf Stem Wall Height 14 in Concrete Unit Weight 150 pcf Stem Wall Thickness 6 in Veneer Unit Weight 40 psf Footing Width 14 in Footing Thickness 10 in Pier Loads: Veneer Height 0 ft Dead Load 3575 lb Live Load 720 lb Line Loads: Snow Load 900 lb lst Floor Dead Load 150 pif Design Load 4790 ib D+.75L+.75S 2nd Floor Dead Load 0 pif %Dead Load 75 % Roof Dead Load 113 plf Deck Dead Load 0 pif Installation and Testing Guage Pressures: Wood Well Dead Load 100 pif FS(testing) 2 Stem Wall Dead Load 88 plf Hydraulic Ram Area 9.2 sq. in Foundation Dead Load 146 pif Guage Pressure 1100 psi Veneer Deed Load 0 pif Hydretillo Rem Area 14,1e eq.in 1st Floor Live Load 120 pif Guage Pressure 700 psi 2nd Floor Live Load 0 plf • Deck Live Load 0 pif Push Pier 3 Snow Load 150 plf Design Load= 4790 lb Minimum 3.5"Ram Installation Gauge Pressure= 1100 psi Minimum 4.25"Ram installation Gauge Pressure= 700 psi Project: Laird Residence Underpinning Sheet: ' 0-44 eit Client Terrafirma Foundation Systems Date: 3112017 Job#� 9101-852 Revised: .;, r• zR Subject: Push Pier Design By: RWV • PUSH PIER DESIGN-PIER#4 Dimensional Inputs: Loads: 1st Floor Tributary Width 3.00 ft Floor Dead Load 15 Oaf 2nd Floor Tributary Width 0.00 ft Roof Dead Load 15 psf Roof Tributary Width 7.0 ft Deck Dead Load 6 psf Deck Tributary Width 0.00 ft Floor Live Load 40 psf Wall Height 10 ft Wall Dead Load 10 psf Length of Wall Supported 6.00 ft Snow Load 20 psf Stem Wall Height 14 In Concrete Unit Weight 160 pcf Stem Wall Thickness 6 in Footing Width 14 in Footing Thickness 10 in Pier Loads: Veneer Height 0 ft Dead Load 7814 lb Live Load 1440 lb Line Loads: Snow Load 3744 lb 1st Floor Dead Load 150 plf Design Load 11702 lb D+,75L+.75SS 2nd Floor Dead Load 0 plf %Dead Load 67 % Roof Dead Load 105 plf Deck Dead Load 0 pif Installation and Testing Guage Pressures: Wood Wall Dead Load 100 of FS(testing) 2 Stem Wall Dead Load 88 plf Hydraulic Ram Area 9.2 sq. in Foundation Dead Load 146 pif Guage Pressure 2600 psi Veneer Dead Load 0 plf Hydraulic Ram Area 14.15 so:In 1st Floor Live Load 120 pif Guage Pressure 1700 psi 2nd Floor Live Load 0 pif Deck Live Load 0 pif Snow Load 140 pif Rxn from Roof Hip Beam to GarageBeam: W b0 lift wo 155 rot we 220 pif Kw 545 b Ksi 726 lb R1 K02 1089 lb I T R2 K82 1452 lb Sup of load includes(4)R1 and(2)R2 4356 lb ZKs 5808 lb w1 w2 Rxn from Garage Beam: 001 6 ft 502 12 woi 190 pif wo 240 plt wi 90 plt (ceiling) t W 0 pit tyRxnL 211 PO 4356 lb 1/2 Ps 5808 lb Kp 4284 lb -us -er Ki. 720 lb Design Load at 11702 lb . Ks 2904 lb Minimum 3.5"Ram installation Gauge Pressure= 2500 psi Minimum 425"Ram installation Gauge Pressure 2 1700ps1 Project: Laird Residence Underpinning Sheet: Client: Terrafirma Foundation Systems Date: 3/1/2017 Job#: 8101.332 Revised: ' f2. Subject: Existing Structure Sy: RWV CHECK EXISTING FOOTING Assumptions: Unrelnforced f c=2500 psi Width of foundation beyond etemwall not considered. Location: Piers 3 to 4 Section Properties: Stem Wall Thickness 6 in Stem Wall Height 14,00 in Footing Thickness 10 In d 22.00 in (Total depth minus 2"- ACI 22.4.7) b 6 in Sx 484 le A 132 in2 Span 6 00 ft Demand: Dead Load 588 plf Live Load 120 plf Snow Load 140 plf Factored Load 1050 plf 1.2D+1.0L+1.6S Mu 4.7 kip"ft Simple V„ 3.2 kips Simple Capacity: 0 0.0 ACI 318 9.3.5 OM„ 7.0 Kip*ft ACI 318 Eq.22-2 0 Vc 6.1 kips ACi 318 Eq.22-9 Demand/Capacity Ratios: Flexure 0.68<1,therefore O.K. Shear 0.52<1,therefore O.K. • Project: Laird Residence Underpinning Sheet: "i- Client: Terrafirrna Foundation Systems a:°' Date: 3/1/2017 Job* S101-332 Revisit • `"' '` �� ' ` Subject: Push Pier Sleeve and Pier Design By: RIM/ CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING Design Approach: Determine eccentricity based on required area for concrete bearing. Resolve eccentricity at sleeve tube, assuming no moment is transferred to pier sections _ -l _ below. Assume sleeves resists flexure from eccentric II loading and pier transfers all vertical load to the soil, r, 3z Loads: if Po 7814 Lb PL 1440 Lb ., . _ . Ps 3744 Lb x l P Areq searing Ary a, j1- i' , I Areq Inputs: 1 1l� a V a 2.75 in 'i !ii b 10 in (bracket width) beer 4.00 ft (Effective length, i' € T t: II �9 g passive , , � .; C 12 in t i I , , :I d 30 in ". . h 42 in i' cfi- • ,�_ qi D 3.5 in fc 2500 psi q2 � J r i • F ' q30'0 pcf (prescriptive passive ,, 4 i i X'2,1/-7----0. k 30 in pressure w/increase per 1 ! d 1a; R Check Concrete Bearing: - l-t.--- Pu 16807 Lb 1.2D+1.0L+1.6S D rt)Pn 1381 psi Areq 12.17 inzq.,, f 1.22 in <<seat length,therefore OK Eccentric Moment: e 3.36 in (1/2+a) P 11702 Lb D+.76L+.75S M 3275 ft-Lb Project: Laird Residence Underpinning Sheet: L Client: Terrafarma Foundation Systems Date: 3/1/2017 Job 0: S101-332 Revised: x ` ` ' Subject: Push Pier Sleeve and Pier Design 8y: RWV CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING Loads: P 11702 Lb (see previous calculation) M 3275 ft-Lb (see previous calculation) 1.2D+1.OL+1.65 -0-41- Sleeve . -}- -Sleeve Properties: OD 3.5 in ID 3.068 in t 0.216 in Design t 0.201 in 7%thickness loss for corrosic Design OD 3.470 ksi Fy 50 ksisr^r Bearing Area, S 1.59 in3 I^,l{i!i Areq i�i -fifl a lV, 1 Pier Properties: i1 ,,, ., 0.0 :-i OD 2.820 in i , {D 2.548 in f I{I _' Iti t 0.136 in J1L Design t 0.126 in 7%thickness loss for corrosic I Jj4 .. {l , q Design OD 2.801 ksi �^ � • Py 50 'i,1 ;i'""rt al f e - M r 0.95 in 'i i : � ( t A 1.06 ins h Axial Force on Pier: i i LOW' 36 in K 2 Kllr 76 Fa 19.6 ksi (Table 4-22 AISC 13th Ed.) Pa 21 kips Pr/Pc 0.56 <1,Therefore O.K. Flexure on Sleeve at Bracket: M 3275 ft-lb Ma 3978 ft-Lb Mita 0.82<1,thorafora O.K. Project: Laird Residence Underpinning Sheet: 14 Client: Terrafirma Foundation Systems Date: 3/112017 Job#: 8101-332 Revised: Subject: Push Pier Bracket Design By: RWV CHECK FOUNDATION BRACKET 1)Check Grade 87 Threaded Rod: is= 3/4 in Fy= 125 ksi n= 10 threatl/in r V ' 44-" At= 0,334 int o TA= 41,8 kip allt10110111.11111111.111111111 E.,„iii'18 _3 2)Check Weld At Stiffiners: 0 FExx= 70 ksi lw= 5 in 5' 41 p III i e tw= 3/16 in — I _I VA. 27.8 kip 41 4 WA! _ nassommommaa ---- .........................0.......• et1111k 2: 21.4 kip 1, 1.: al wontessekentataser 0 3)Check Weld At Verticle Plate: , R *I — _ •-.7.- ... R Ne.5/5*P.. 077 R 0 • - s 1....,)1,1_ FExx= 70 ksi 1 p 5 in tw= 3/16 in WO= 27.8 kip 3 O.D. P ,,= 21.4 kip MaIONSISSIZAWM 4)Check Plate Shear and Bending: 0 (7 5" ts,s, -) M= 15P .., v= P t= 0.375 in F = 36 ksi r do--- el, --- V , .= 36.4 kip 901110111=011211MUNIN Ma.' 28.4 kip Setting Unity Equation Equal to 1: 1.5P/M,+(p/V,)A2= 1 Pfau= 15.5 kips 'CW Controls ii" —--gl' ,./4 41°— /IP ‘mmg.,..... 5)Check Cap Plate: Capacity to Demand Check: t= 1 in Capacity,Pow,= 15.5 kip Fy= 36 ksi Demand, P= 11.7 kip (see previous calculation) 5 in OCR= 0.75 <1,therefore O.K. -.., M=P/2*117.57 0.77k 5 P M2ip Pmgx= 36 kip gegggsoggemmg 1111144 ► ► I a I Number: Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 EVALUATION SUBJECT: 3.2 Material information FOUNDATION SUPPORTWORKS PP288 PUSH PIER SYSTEM 3.2.1 Retrofit Bracket Assemblies FS288B and FS288BL: The FS288B and FS288BL bracket assemblies REPORT HOLDER: consist of an FS288B or FS288BL bracket,an external pipe Foundation Supportworks,Inc. sleeve (FS288ES48), a cap plate (FS288C),two threaded 12330 Cary Circle rods, and matching nuts. The assemblies are illustrated in Omaha,Nebraska 68128 Figure 1. (800)281-8545 www.foundationsupportworks.com 3.2.1.1 FS288B and FS288BL Brackets:The FS288B and teff.kortan(a�foundationsupportworks.com FS288BL brackets are constructed from factory-welded, 0.250-inch-, 0.375-inch-, and 0.500-inch-thick (6.4 mm, CSI Division:31 00 00-EARTHWORK 9.5 mm, and 12.7 mm) steel plates conforming to ASTM CSI Section:31 62 00-Driven Piles A36, with a minimum yield strength of 36 ksi(248 MPa) and a minimum tensile strength of 58 ksi (400 MPa). The 1.0 SCOPE OF EVALUATION available bracket finish is either plain steel or hot-dip galvanized in accordance with ASTM A123. 1.1 Compliance to the following codes & regulations: • 2009 International Building Code®(IBC) 3.2.1.2 FS288ES48 External Sleeve: The external sleeve • 2012 International Building Code®(IBC) (FS288ES48) is manufactured from a 48-inch-long (1219 • 2015 International Building Code®(IBC) mm), 31/2-inch outside diameter(89 mm) and 0.216-inch (5.49 mm) nominal wall thickness pipe conforming to 1.2 Evaluated in accordance with: ASTM A500, as specified in the quality control • IBC Chapter 18 documentation. One end of the external sleeve has a 1.00- inch long (25.4 mm) section trumpeted to a final outer 1.3 Properties assessed: diameter of 4.00 inches (101.6 mm). The sleeve finish is • Structural either plain steel or hot-dip galvanized in accordance with • Geotechnical ASTM A123. 2.0 PRODUCT USE 3.2.1.3 FS288C Cap Plate: The FS288C cap plate is manufactured from a '/2-inch-long (12.7 mm), 3'/2-inch Foundation Supportworks, Inc. (FSI) Model PP288 push outside diameter(89 mm), 0.216-inch(5.49 mm)nominal pier systems are used to support foundations of existing wall thickness steel pipe that is factory-welded to a 1-inch- structures or to provide additional axial compression thick(25.4 mm),5-inch-wide(127 mm),9-inch-long(229 capacity to existing foundation systems. The systems are mm) steel plate. The 1/2-inch-long (12.7 mm) steel pipe alternatives to driven piles described in IBC Section conforms to ASTM A53,Types E and S,Grade B,having 1810.3.1.4 a minimum yield strength of 35 ksi (241 MPa) and a minimum tensile strength of 60 ksi (413 MPa). The steel 3.0 PRODUCT DESCRIPTION cap plate conforms to ASTM A572,Grade 50(345 MPa), having a minimum yield strength of 50 ksi(345 MPa)and 3.1 Product information: FSI Model PP288 push pier a minimum tensile strength of 65 ksi (448 MPa). The systems consist of an under-footing bracket (side load), available cap plate assembly finish is either plain steel or external sleeve, starter tube with friction-reduction collar, hot-dip galvanized in accordance with ASTM A123. and push pier tube sections with slip-fit couplings. The under-footing bracket is secured against and below the 3.2.1.4 Threaded Rod and Nuts:The cap plate is attached existing footing while pier sections are hydraulically driven to the retrofit bracket with two 3/4-inch-diameter by 16- (pushed)through the bracket and into the soil below using inch-long (19.1 mm by 406 mm) threaded rods, and the combined structural weight and any contributory soil matching 3/4-inch(19.1 mm)heavy hex nuts. The 3/4-inch- load as drive resistance. Pier sections are added and driven diameter(19.1 mm)steel threaded rods conform to ASTM until a suitable load bearing stratum is encountered. The A193,Grade B7,having a minimum yield strength of 105 weight of the structure is then transferred through the ksi (724 MPa)and a minimum tensile strength of 125 ksi foundation brackets and piers,and to firm load bearing soil (862 MPa). The matching 3/4-inch-diameter (19.1 mm) or bedrock. steel heavy hex nuts conform to ASTM A563 Grade DH or DH3, or ASTM A194 Grade 2H. The threaded rods and nuts are zinc-coated in accordance with ASTM B633,with coating classification Fe/Zn 8. UMW The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an alternative material,design or method of construction in order to satisfy and comply with the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance,durability and safely, as applicable,in accordance with IBC Section 104.11. ANSI ©2016 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States.No part of this publication may be reproduced,stored in ANSI an electronic retrieval system,or transmitted,in any form or by any means,electronic,mechanical,photocopying,recording or otherwise,without the prior written permission of the publisher. Ph:1-877-4IESRPT•Fax:909.472.4171•web:www.uniform-es.org•4755 East Philadelphia Street,Ontario,Califomia 91761-2816-USA MINIM =MOM wnt kttlip EVALUATION REPORT Number: 4 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 3.2.2 Starter and Pier Tube Sections: The central steel corrosion-related parameters, as described in shaft of the starter and pier tube sections are 2.875-inch Section 5.5 of this report. outer diameter(73 mm)by 0.165-inch(4.19 mm)nominal wall thickness hollow structural section in conformance 2. Soil properties, including those affecting the with ASTM A500 as specified in the quality control design such as support conditions for the piers. documentation. The starter tube includes a 1.00-inch-long (25.4 mm) by 3.375-inch (85.7 mm) outer diameter 3. Recommendations for design criteria. friction-reduction collar machined from steel conforming to ASTM A36 with a minimum yield strength of 36 ksi 4. Any questionable soil characteristics and special (248 MPa)and a minimum tensile strength of 58 ksi(400 design provisions,as necessary. MPa).The starter tube and pier tube shaft finishes are triple coated in-line galvanized. 4.1.2 Bracket Capacity(PI):Only localized limit state of concrete bearing strength in compression has been 3.2.3 Shaft Couplings: The shaft coupling material is evaluated in this evaluation report for compliance with IBC factory crimped or plug-welded to one end of the tube Chapter 19 and ACI 318.All other structural requirements section and consists of 2.50-inch(63.5 mm)outer diameter in IBC Chapter 19 and ACI 318 applying to the concrete by 0.180-inch (4.57 mm) nominal wall thickness hollow foundation,such as those limit states described in ACI 318 structural section in conformance with ASTM A53 Grade (anchorage per Appendix D, punching (two-way) shear, B, Type E & S with a minimum yield strength of 35 ksi beam(one-way)shear,and flexural(bending)related limit (241 MPa)and a minimum tensile strength of 60 ksi(413 states), have not been evaluated in this evaluation report. MPa).The pier tube shaft coupling finish is plain steel. The concrete foundation shall be designed and justified to the satisfaction of the code official with due consideration 4.0 DESIGN AND INSTALLATION to structural detailing, applicable limit states, and the direction and eccentricity of applied loads, including 4.1 General: Structural calculations(analysis and design) reactions provided by the brackets, acting on the concrete and drawings,prepared by a registered design professional, foundation. shall be approved by the code official for each project,and shall be based on accepted engineering principles, as 4.1.3 Shaft Capacity (P2): The top of shafts shall be described in IBC Section 1604.4,and shall conform to IBC braced as prescribed in Section 1810.2.2 of the IBC. In Section 1810.The design methods for the steel components accordance with Section 1810.2.1 of the IBC,any soil other are Allowable Strength Design (ASD), described in IBC than fluid soil shall be deemed to afford sufficient lateral Section 1602 and AISC 360 Section B3.4. The structural support to prevent buckling of systems that are braced. analysis shall consider all applicable internal forces due to When piers are standing in air, water or fluid soils, the applied loads,structural eccentricity and maximum span(s) unbraced length is defined as the length of piers that is between push pier foundations.The structural analysis,the standing in air,water or fluid soils plus an additional 5 feet IBC, and this report shall be used to select an appropriate (1524 mm)when embedded into firm soil or an additional push pier system. 10 feet(3048 mm)when embedded into soft soil.Firm soils shall be defined as any soil with a Standard Penetration The ASD capacities of FSI push pier system components Test(SPT)blow count of five or greater. Soft soil shall be are indicated in Table 2. The geotechnical investigation defined as any soil with a SPT blow count greater than zero shall address the suitability of the push pier system for the and less than five. Fluid soils shall be defined as any soil specific project. The requirements for deep foundations in with a SPT blow count of zero[weight of hammer(WOH) IBC Section 1803.5.5 shall be considered. In addition, or weight of rods(WOR)]. The SPT blow counts shall be effects on the supported foundation and structure and group determined in accordance with ASTM D1586. For fully effects on the pile-soil capacity shall be considered. The braced conditions where the pier is installed in accordance investigation shall provide estimates of the axial with Section 1810.2.2 of the IBC,and piers do not stand in compression capacities for the push piers,and the expected air, water, or fluid soils, the shaft capacities shall not total and differential settlements due to single pier or pier exceed the ASD shaft compression capacities shown in group,as applicable. Table 2. Shaft capacities of push pier foundation systems in air, water or fluid soils, shall be determined by a A written report of the geotechnical investigation shall be registered design professional. submitted to the code official as one of the required submittal documents,prescribed in IBC Section 107,at the The elastic shortening/lengthening of the pier shaft will be time of the permit application. The geotechnical report controlled by the variation of applied loads from the pier shall comply with provisions in IBC Section 1803.6 and lock-off load and the mechanical and geometrical also include, but need not be limited to, the following properties of the 27/8-inch-diameter (73 mm) round information: structural tubing. The shaft elastic shortening can be 1. Information on groundwater table,frost depth and determined from equation Eq.-1: Page 2 of 7 11104 EVALUATION REPORT Number: TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 the retrofit bracket directly under the 0 AP x L E wall/column. Notching shall be performed, shale= A x E ( q1) however, only with the acceptance of the Where: registered design professional and the approval of the code official. Ashaft =change in shaft length due to elastic shortening (inches/mm) 3. The bracket shall be placed under the footing and AP =change in load between the applied load and the raised into position with the horizontal and pier lock-off load(lbf/N) vertical bearing plates in full contact with the L =pier shaft length(inches/mm) concrete surfaces. The bracket shall be A =shaft cross-sectional area(in2/mm2)(taken from temporarily held in place using wood cribbing or Table 1) other mechanical means. The under-footing E = shaft steel modulus of elasticity (29,000,000 psi/199,900 MPa) brackets do not require mechanical anchorage to the concrete foundation. 4.1.4 Soil Capacity(P4): For determination of allowable 4. The external sleeve shall be placed over the starter soil capacity in axial compression, a minimum factor of tube and both the external sleeve and starter tube safety of 2.0 shall be applied to the final drive force. The shall be inserted through the bracket from the top. final drive force shall not exceed the maximum drive force Care shall be taken that the sleeve and starter are rating of the applicable PP288 push pier system as shown properly aligned and extend past both the top and in Table 2. bottom plates of the bracket. 4.1.5 System Capacity: The ASD allowable capacity of 5. The drive stand shall be secured to the bracket,the the FSI push pier foundation system in compression hydraulic drive cylinder attached to the drive depends upon the analysis of interaction of brackets,shafts, stand and connected to the hydraulic operating and soils; and shall be the lowest value of P1,P2, and P4 system. as shown in Table 2. 6. The drive stand shall be aligned by activating the 4.2 Installation hydraulics and extending the drive cylinder rod to make slight contact with the starter tube section. 4.2.1 General:The FSI push pier foundation systems shall A digital level,protractor or other device shall be be installed by FSI trained and certified installers.The FSI used to check alignment of the drive stand,sleeve, push pier foundation systems shall be installed in starter and bracket. The alignment shall be accordance with this section (Section 4.2), site-specific adjusted as necessary to allow a 3.0+1.0-degree approved construction documents (engineering drawings installation angle. Temporary cribbing may be and specifications), and the manufacturer's written used between the drive stand and the foundation installation instructions. In case of conflicts, the more wall to set the correct installation angle while restrictive governs. advancing the starter tube and external sleeve. 4.2.2 FS288B and FS288BL Retrofit Bracket 7. The external sleeve and starter tube shall be Installation: driven together until the trumpeted end of the sleeve is seated at the top of the bracket.Pier tubes 1. An area shall be excavated approximately 3 feet shall then coupled and pushed through the (914 mm) square and to a depth approximately 9 external sleeve. When the maximum cylinder to 13 inches(229 to 330 mm)below the bottom of stroke has been reached, the cylinder shall be footing at the push pier location. The soil shall be retracted, a drive tube tool shall be set in place, removed below the bottom of footing to about 9 and the push shall be completed to the top of the inches(229 mm)from the footing face in the area bracket or external sleeve. where the bracket bearing plate will be placed. The vertical and bottom faces of the footing shall, to the extent possible, be smooth and at right 8. The drive pressure at the final stroke of each pier angles to each other for the mounting of the tube section shall be recorded. This process shall • support bracket. The concrete surfaces shall be continue until the pre-determined drive pressure free of all soil, debris and loose concrete so as to (final drive force) is achieved or the structure provide a full and firm contact of the retrofit starts to lift. After reaching the final drive force, bracket. the pressure shall be released from the hydraulic system and the drive stand and drive cylinder shall 2. Notching of the footings may be needed to place be removed from the bracket. The drive process Page 3 of 7 11111111114 ' ' I r ► ' $ t Number: TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 shall be repeated at each of the proposed pier locations. The final drive force shall not exceed 4. End of work: Verify that the installation log the maximum drive force rating of the push pier complies with requirements specified in the system as shown in Table 2. approved construction documents. Verify that installation of all structural connections complies 9. A lift cylinder shall be connected to each retrofit with approved construction documents and this bracket assembly to lift the structure to the desired evaluation report. elevation and/or transfer the designated portion of the foundation loads to the push pier system. 5.0 LIMITATIONS 4.3 Special Inspection: Continuous special inspection in FSI Model PP288 push pier foundation systems described accordance with Section 1704.8 of the 2009 IBC or Section in this report comply with, or are suitable alternatives to 1705.7 of the 2012 and 2015 IBC shall be provided for the what is specified in,the code listed in Section 1.0 of this installation of foundation piers and foundation brackets. report,subject to the following conditions: Items to be confirmed by the special inspector include,but are not limited to, the manufacturer's certification of 5.1 The FSI push pier foundation systems are installers, verification of the product manufacturer, push manufactured, identified and installed in accordance with pier bracket and component configuration and this report,approved construction documents(engineering identification, inclination and position of the push piers, drawings and specifications), and the manufacturer's final drive force, push pier lock-off load, depth of the published installation instructions.In case of conflicts,the foundation piers, and compliance of the installation with more restrictive governs. the approved construction documents and this evaluation report. 5.2 The FSI push pier foundation systems have been evaluated for support of structures assigned to Seismic In lieu of continuous special inspection, periodic special Design Categories A, B, and C in accordance with IBC . inspection as defined in IBC Section 202 is permitted, Section 1613. Push pier foundation systems that support provided that all following requirements identified below, structures assigned to Seismic Design Category D,E or F, are satisfied: (1) The installers are certified by the or are located in Site Class E or F,are outside the scope of manufacturer and the evidence of installer training and this report. certification by the report holder are provided to the code official;(2)Structural observations in accordance with the 5.3 Installations of the push pier foundation systems are 2009 IBC Section 1710,2012 IBC Section 1704.5,or 2015 limited to regions of concrete members where analysis IBC Section 1704.6 are provided;(3)A periodic inspection indicates no cracking occurs at service load levels. schedule, as part of the statement of special inspection, prepared by a registered design professional, is submitted 5.4 The push pier brackets shall be used only to support to and approved by the code official. As a minimum, the structures that are laterally braced as defined in Section periodic inspection schedule shall include, but not be 1810.2.2 of the IBC. limited to,the following: 5.5 The push pier foundation systems have not been 1. Before the start of work: Verify manufacturer, evaluated for use in soil conditions that are indicative of a verify installer's certification by the potential pier deterioration or corrosion situation as defined manufacturer, and confirm push pier and bracket by the following: (1) soil resistivity less than 1,000 ohm- configuration compliance with the approved cm; (2) soil pH less than 5.5; (3) soils with high organic construction documents and this evaluation content; (4) soil sulfate concentrations greater than 1,000 report. ppm; (5) soils located in a landfill, or (6) soil containing mine waste. 2. Installation of the first push pier foundation system:Verify that the location,inclination,final 5.6 Zinc-coated steel and bare steel components shall not drive force, push pier lock-off load and depth of be combined in the same system, except where the the push piers comply with the approved sacrificial thickness(Ts)for the zinc-coated components is construction documents and this evaluation taken as that given for bare steel components.All push pier report. Verify that installers keep an installation foundation components shall be galvanically isolated from log. concrete reinforcing steel,building structural steel,or any • other metal building components. _ 3. First connection to the building structure: Verify that installation of brackets comply with the 5.7 The push pier shafts shall be installed at a maximum _ approved construction documents and this angle of 3.0± 1.0-degrees from the vertical. evaluation report. Page 4 of 7 1104 EVALUATION REPORT Number: T' Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 5.8 Special inspection is provided in accordance with Section 4.3 of this report. 6.0 SUBSTANTIATING DATA 5.9 Engineering calculations and drawings, in accordance Data in accordance with IBC Section 1810.3.1.4. with recognized engineering principles, as described in IBC Section 1604.4, prepared by a registered design • Test Reports for compression loading Push Pier professional,are provided to,and are approved by the code Foundation System official. • Engineering Calculations 5.10 The adequacy of the concrete structures that are 7.0 IDENTIFICATION connected to the FSI brackets shall be verified by a registered design professional, in accordance with The FSI push pier foundation system components described applicable code provisions,such as Chapter 15 of ACI 318 in this report are identified by labels that include the report and Chapter 18 of IBC,and subject to the approval of the holder's name (Foundation Supportworks, Inc.); the name code official. and address of Distefano Technology & Manufacturing Company,Behlen Manufacturing Company,PowerBrace or 5.11 A geotechnical investigation report for each project TSA Manufacturing; the product name,the model number site shall be provided to the code official for approval in (PP288); the part number; the IAPMO UES evaluation accordance with Section 4.1.1 of this report. report number (ER-289); and the third-party inspection agency(Benchmark Consulting&Inspection,L.L.C.) 5.12 When using the alternative basic load combinations prescribed in Section 1605.3.2, the allowable stress I increases permitted by material chapters of the IBC A P 10,/10 (including Chapter 18) or the referenced standards are prohibited. or TM 5.13 Evaluation of compliance with Section 1810.3.11.1 of IAPMO ER#289 the IBC for buildings assigned to Seismic Design Category C, and with Section 1810.3.6 of the IBC for all buildings, is outside the scope of this evaluation report. Such Q� compliance shall be addressed by a registered design professional for each site, and the work of the design Brian Gerber,P.E.,S.E. professional shall be subjected to approval of the code Vice President,Technical Operations official. Uniform Evaluation Service 5.14 Settlement of push piers is beyond the scope of this 1� � ° 1. evaluation report, and shall be determined by a registered design professional as required in Section 1810.2.3 of the Richard Beck,PE,CBO,MCP IBC. Vice President,Uniform Evaluation Service 5.15 The FSI push pier foundation system components are manufactured at the following facilities: Distefano Technology&Manufacturing Company,3838 South 108th GP Russ Chan Street, Omaha, Nebraska 68144; Behlen Manufacturing CEO,The IAPMO Group Company, 4025 East 23`d Street, Columbus, Nebraska For additional information about this evaluation report please visit 68601; PowerBrace, 5153 Northeast 17th Street, Des www.uniform-es.org or email at info(ueuniform-es.or¢ Moines, Iowa 50313; and TSA Manufacturing, 14901 Chandler Road, Omaha,Nebraska 68138; under a quality control program with inspections by Benchmark Consulting&Inspection,L.L.C.(AA-660). Page 5 of 7 kik:. EVALUATION REPORT Number: TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 Nuts each end Nuts each end Cap (HWHBN-2 075) (HWH8N-Z-075) (FS288C) __ Threaded Rod % ' • Cap (HWTR-S210-Z-075-16) 11.-----.' `' .' (FS288C) t \i ' EXISTING Threaded Rod I. 'EXISTING STRUCTURE " (HWTR-5210-Z-075-16) �, STRUCTURE Standard Bracket (FS288B) I'___ ,A Low Profile Bracket (FS288BL) IIllffil\ —1111VH.J1110dil A �- External \ \ \ Sleeve ;;\�' (FS288ES48) External` % \ \� Sleeve A (FS288ES48), Pier Shaft (PP288) ; ` Pier Shaft \ (PP288)v Figure 1: FS288B and FS288BL Retrofit Bracket System Components Page 6 of 7 EVALUATION REPORT Number: TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 TABLE 1-MECHANICAL PROPERTIES OF 2.875-INCH DIAMETER PUSH PIER SHAFTS Mechanical Properties Un-corroded After 50 Year Corrosion Loss Steel Minimum Yield Strength, Fy 50 ksi 50 ksi Steel Minimum Ultimate Strength, F„ 55 ksi 55 ksi Modulus of Elasticity, E 29,000 ksi 29,000 ksi Nominal Wall Thickness 0.165 in. 0.165 in. Design Wall Thickness 0.153 in. 0.117 in. Outside Diameter,OD 2.875 in. 2.839 in. Inside Diameter, ID 2.569 in. 2.605 in. Cross Sectional Area,A 1.31 in2 1.00 in2 Moment of Inertia, I 1.22 in4 0.93 in4 Radius of Gyration, r 0.96 in. 0.96 in. Elastic Section Modulus,S 0.85 in3 0.65 in3 Plastic Section Modulus, Z 1.14 in3 0.87 in3 For SI: 1 inch =25.4 mm, 1 ksi=6.895 MPa, 1 lbf=4.448 N TABLE 2-PP288(WITH RETROFIT BRACKET)ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket Part Sleeve Part No.1 PP288 Bracket Description Bracket Shaft Soil Foundation (P1)2 (P2)3 (P4)4 Systems FS288B or FS288ES48 or Standard Bracket w/48"Sleeve 28.5 29.4 30.0 28.5 FS288B-G FS288ES48-G FS288BL or FS288ES48 or FS288BL-G FS288ES48-G Low Profile Bracket w/48"Sleeve 25.4 29.4 30.0 25.4 For SI: 1 inch =25.4 mm, 1 kip= 1,000 Ibf=4.448 kN 1Part numbers with "G"suffix indicate hot-dip galvanized coating. Part numbers without a "G"suffix indicate plain steel. 2Bracket capacities are based on full-scale load tests and assumes a minimum concrete compressive strength (Cc) of 2,500 psi(17.24 MPa). 3Shaft capacities are applicable only to foundation systems that are fully braced as described in Section 4.1.3. 4Soil capacities are determined by taking the final drive force during installation and dividing it by a minimum factor of safety of 2.0. Maximum drive force shall not exceed 60.0 kips. 'Foundation system allowable capacities are based on the lowest of P1, P2,and P4 listed in this table. Section 4.1.5 describes additional requirements. Page 7 of 7