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Specifications (17) 3` ,� Shoff . 6975 SW SANDBURG ST# 160 TIGARD, OR 97223 STRUCTURAL.�..c (971)371-1958 R „CT"7ED OCT 2 2 2018 STRUCTURAL CALCULATIONS clTlrNG DIVISION DIVISION Watson Residence Underpinning 13367 SW Shore Dr. Tigard, OR 97223 OFFICE COPY Prepared for Terrafirma Foundation Systems i.e.Structural Job# S101-560 _. RuCTUr PROS at • 4.4.1 er_ p toil 0,9 c 2 21 c\, }7 , Project: Watson Residence Underpinning Sheet: f Client: Terrafirma Foundation Systems Date: 10/22/2018 Job#: S101-560 Revised Subject: Structural Narrative and Design Criteria By. DN STRUCTURAL NARRATIVE The purpose of the proposed underpinning work is to stabilize the existing foundation to improve the serviceability of the existing structure. This calculation package provides the engineering required to show conformance to all referenced codes for the underpinning system consisting of Foundation Supportworks 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 D,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(IBC)including, deep foundation guidelines,load combinations,special inspection and testing requirements are included in this document.Bracket fabrication and welding is completed by Behlen 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 Floor Live Load 40 psf Deck Dead Load 10 psf Wall Dead Load 10 psf Snow Load 20 psf Chimney Dead Load 45 psf Concrete Unit Weight 150 pcf Governing Load Combinations: D+,75L+.75S 1.2D+1.6L+0.5S ) 4 Project: Watson Residence Underpinning Sheet: 2 Client: Terrafirma Foundation Systems : Job#: S101-560 Date: 10/22/2018 Revised: STRUCTURAL LIC Subject: Push Pier Design By: DN PUSH PIER DESIGN-PIER#3&4 CHIMNEY LOAD CALCULATION Dimensions: (verify all dimensions in Field) _-Ex>s^ar3 Qy�rz,; Z1= 2ft ria Z2= 2 6 r 1B1 B1= 5ft 62= 1.67 ft _. ,,fr�_'.z�' ,./., ,, ? -}_ ,,,t,, , H2= 20.1 ft f ,1 ,, `1. . ,_ Chimney Weight Per Area r---- ,--....--, Brick Unit Weight= 45 psf 3'2 Al= 98 sq.ft. A2= 148 sq.ft. Wtl= 4410 lb Wt2= 6639 lb .#„ PUSH PIER PLAN Total Chimney Weight= 11049 lb Foundation Weight: F1= 6 ft i $2 i F2= 2.5 ft -----I d= 16 inwar = 3000 Ib Total Weight= 14049 lb Pier Loads And Pressures: #of piers supporting half of chimney= 2 H2 Pa per pier= 3512 lb F.S. 2 Hydraulic Ram Area 9.2 in.^2 Installation Pressure= 764 psi H1 1 w 1 1 3 4 I I Project tiVI ((,.- /\.) Sheet No. 5 6975 SW SANDBURG ST. SUITE 160 Location Job No. • • TIGARD, OR 97223 Client r- By ) iJ STRUCTURAL,LLC PHONE (971) 371-1958 Date ( ic -- _ . r 3 p t- ) r 2 vi 1,4 11.5- = ,e,_, ( 1.2_ iff 5-‘ %10. Project liv t,r ,,,,-, f -1 Sheet No. it . 6975 SW SANDBURG ST. SUITE 160 Location Job No. . I. TIGARD, OR 97223 ,o( r Client '1 rf f ; By p, r, I i STRUCTURAL,LLC PHONE (971)371-1958 Date rl,:i;:..:-/./i'''4/' ) - - I /i9 --r:- . . ; 5- -f (IV 1 II 1 ' lit ------- 7r--- r--; f -- 1/41) vi/1-775, 0 . ,. 6975 SW SANDBURG ST. Project ri Sheet No. 9---- . -- ........;'" ' SUITE 160 Location Job No. • 1TIGARD, OR 97223 Client -77<f 5 By 0 tqf STRUCTURAL,LLC PHONE (971) 371-1958 ---) Date i 014:.-- '' . _ A-R/iVZ-t : ( i re ____11,,_---_----.-_,...-_-_,....e.,._ •_.. e ,,, ‘,,- •- ''''c,:-. 41' /( -17. ) '1 [A,/g , r PE, -- - 7-,,2-1/P 1-1.06-•ic-,, e° l‘---- t I / f. 15 ------- le- 1--' : I/(-Ai 74: _ . 5, 10 ri ( 0 4 .. iVpi = 17/111 ,:: ,,,,,:- ;•: ty ,„ ," 1 , ....,;:. ,,,,,-• ' .1/4,40) se- : ii/jfi '''' u • .,,,-,,,, r- _ 1 • w., . , i 1 1 6975 SW SANDBURG ST. Project vj.-if ! ;"-.& 7\1 Sheet No. .1 • ...,;-'-r ' ir '--•`; SUITE 160 Location Job No. • • TIGARD, OR 97223 Client -11:f..„( By i.b.:2 ir,./ STRUCTURAL,LLC PHONE (971) 371-1958 Date 1,) //( -....) -, ' / : J V C f . / ,4 /f 7 7 P 1 / 5-5---? 1,6 i' : R ' f: z, co) VP , i I 1 Project: Watson Residence Underpinning Sheet: 74: Client: Terrafirma Foundation Systems Date: 10/22/2018Job#: S1O1-560 Revised MEE= Subject: Push Pier Design By: DN PUSH PIER DESIGN-PIER#1 Dimensional Inputs: Loads: Basement Slab Tributary Width 3.0 ft Concrete Unit Weight 150 pcf 1st Floor Tributary Width 0.0 ft Floor Dead Load 15 psf 2nd Floor Tributary Width 0.0 ft Roof Dead Load 15 psf Deck Tributary Width 0.0 ft Deck Dead Load 10 psf Roof Tributary Width 0.0 ft Floor Live Load 40 psf Wood Wall Height 9.0 ft Wall Dead Load 10 psf Stem Wall Height 24 in Snow Load 20 psf Stem Wall Thickness 8 in Footing Width 16 in Pier Loads: Footing Thickness 10 in Dead Load 4136 lb Roof Overhang 1.0 ft Live Load 816 lb Length of Wall Supported 4.5 ft Snow Load 1258 lb Design Load 5691 lb D+.75L+.75S Line Loads: %Dead Load 73 Basement Slab Dead Load 150 plf 1st Floor Dead Load 0 plf Installation and Testing Gauge Pressures: 2nd Floor Dead Load 0 plf FS(testing) 2 Deck Dead Load 0 plf Hydraulic Ram Area 9.2 sq.in Roof Dead Load 15 plf Gauge Pressure 1300 psi Wood Wall Dead Load 90 plf Hydraulic Ram Area 14.14 sq.in Foundation Dead Load 367 plf Gauge Pressure 900 psi Basement Live Load 120 plf 1st Floor Live Load 0 plf PUSH PIER DESIGN-PIER#1 2nd Floor Live Load 0 pH Design Load= 5691 lb Deck Live Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 1300 lb psi Snow Load 20 plf Min 4.25"Ram Installation Gauge Pressure= 900 lb psi Point Loads: (previous hand calculations) Dead Load 1338 lb Live Load 276 lb Snow Load 1168 lb I Project: Watson Residence Underpinning Sheet: Client: Terrafirma Foundation Systems Date: 10/22/2018 Job#: S101-560 Revised STRUCTU2AL,ELC Subject: Existing Structure By: DN CHECK EXISTING FOOTING Assumptions Unreinforced fc=2500 psi Width of foundation beyond stemwall not considered. Location: Piers 1-2 Span Section Properties: Stem Wall Thickness 8 in Stem Wall Height 9.00 in Footing Thickness 10 in d 17.00 in (Total depth minus 2"- ACI 22.4.7) b 8 in S,, 385.33 in' A 136 in2 Span 6.00 ft Demand: Dead Load 622 plf Live Load 120 plf Snow Load 20 plf Factored Load 948 plf 1.2D+1.6L+0.5S Mu 4.3 kip'ft Simple V„ 2.8 kips Simple Capacity: m 0.6 ACI 318 9.3.5 Mn 5.5 kip*ft ACI 318 Eq.22-2 cp Vc 6.3 kips ACI 318 Eq.22-9 Demand/Capacity Ratios: Flexure 0.77 <1,therefore O.K. Shear 0.46 <1,therefore O.K. ) Project: Watson Residence Underpinning Sheet: � . �` Client: Terrafirma Foundation Systems Date: 1 /22/2018 g ME Job#: S101-560 Revised Subject: Push Pier Sleeve and Pier Design By: DN CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING I Design Approach: Determine eccentricity based on required area for concrete bearing. Resolve eccentricity at sleeve tube,assuming no moment is transferred to pier sections below. Assume sleeves resists flexure from eccentric loading and pier transfers all vertical load to the soil. I Loads l Al PD 4136 lb PL 816 lb ti A ! p Bearing Area, Ps 1258 lb k i Areq Inputs: — � a 2.75 in H A a f notPr it 10 in *pp - P< - - (bracket width) '(0114 =tl i bee 4.00 ft 1 i �. (Effective ftg.length,passive) c $ R c 12 in _ ((pp I d 30 in W---11- t _�" ) h 42 in i= V _Alai" ql D 3.5p vi �i( ll __ _ M fc 2500 psi (prescriptive passive pressure w/ q2 =11—' q 300 pcf increase per IBC section i "",IL k 30 in 1804.3.1) d h , ' R Check Concrete Bearing: Y P„ 7791 lb 1.2D+1.6L+0.5S 18TD 0 Pn 1381 psi , Areq 5.64 in2 q3 f 0.56 in «seat length,therefore OK Eccentric Moment: e 3.03 in (f/2+a) P 5691 lb D+.75L+.75S M 1438 ft-lb { 3 Project: Watson Residence Underpinning Sheet: / U j- Client: Terrafirma Foundation Systems Date: 10/22/2018 Job#: S101-560 Revised MEMIS Subject: Push Pier Sleeve and Pier Design By: DN CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING Loads: P 5691 lb (see previous calculation) M 1438 ft-lb (see previous calculation) D+.75L+.75S Sleeve Properties: I OD 3.5 in ID 3.068 in t 0.216 in Il' Design t 0.201 in 7%thickness loss for corrosion Ii Design OD 3.470 ksi '— P Bearing Area, Fy 50 ksi Areq S 1.59 in3 -ft 1 ID . -- 11:: Pier Properties: OD 2.820 in 11'"('' i 11I R ID 2.548 in j""- k '� L._'! t 0.136 in gra trri Design t 0.126 in 7%thickness loss for corrosion i= V _© q Design OD 2.801 ksi .. _r Fy 50 _ 1 � a AM r 0.95 in f hi A 1.06 in d R h Axial Force on Pier: Lu,pier 36 in - K 2 V D Kl/r 76 Fa 19.6 ksi (Table 4-22 AISC 13th Ed.) Pa 21 kips Pr/Pc 0.27 <1,Therefore O.K. Flexure on Sleeve at Bracket: M 1438 ft-lb Ma 3978 ft-lb M/Ma 0.36 <1,Therefore O.K. Project: Watson Residence Underpinning Sheet: / aClient: Terrafirma Foundation Systems Date: 10/22/2018 4 ' Job#: S101-560 Revised STRUCTURAL LIC Subject: Push Pier Bracket Design BY DN CHECK FOUNDATION BRACKET 1)Check Grade B7 Threaded Rod: = 3/4 in Fy= 125 ksi n= 10 thread/in e= At= 0.334 in` 44» . TA= 41.8 kip 0 2)Check Weld At Stiffiners: em FExx= 70 ksi I lw= 5 in ,_...* n .."'"...""_.. t„„= 3/16 in 11 1111V„/f2= 27.8 kip5" 1 111 Pmax= 21.4 kip - r t 3)Check Weld At Verticle Plate: t :�wi...*) j R=6.5/5*P= 0.77 R 0 111 i F5 = 70 ksi i) Iw= 5 in • tw= 3/16 in t 4, 5" V„/Q= 27.8 kip 31"a_o. Pmax= 21.4 kip * 4)Check Plate Shear and Bending: Jr" 0 Q M= 1.5 P V= P t= 0.375 in Fy= 36 ksi Va= 36.4 kip /t-- 61" Ma= 28.4 kip Setting Unity Equation Equal to 1: 1.5P/Ma+(pN0)"2=1 Pmax= 15.5 kips < Controls 1I" -4 114 1�" 5)Check Cap Plate: Capacity to t= 1 in Capacity,Pmax= 15.5 kip Fy= 36 ksi Demand,P= 5.7 kip (see previous calculation) b= 5 in DCR= 0.37 <1,therefore O.K. M=P/2*1.5 0.75 P Ma= 27 kip Pmax= 36 kip