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Specifications
OFFICE COPY e, 6975 SW SANDBURG ST#160 V2D ---)DC\ LA;\ • TIGARD,OR 97223 STRUCTURAL; (971)371-1958 , jjECEIVED JUN 1 1 2018 STRUCTURAL CALCULATIONS CITY OF TIGARD BUILDING DIVISION Collins Residence Underpinning 13739 SW Lauren Ln Tigard, OR 97223 Prepared for Terrafirma Foundation Systems i.e.Structural Job# S101-506 zagno 0 p.quao-ev.nur3 pup,ucti"4-. tt:-;_tw,L1 i`2.1x;e3 rsur S2P:d t,"7.13:12 'j CT c;\ 4r,. P FR OF6 G1 N - ,F• ;.; 400010' OREGON ;11'11 „A 0 „t4./ „ ••• 7b '* 21 Ctpt, 0 w vik\- f 7- „ 110 - • Z e CO,M.Lt ; f - Project: Collins Residence Underpinning Sheet: � Client: Terrafirma Foundation Systems Date: 6/8/2018 s ♦' Job#: S101-506 Revised: Subject: Structural Narrative and Design Criteria By: HKB STRUCTURAL NARRATIVE The purpose of the proposed underpinning work is to stabilize the northwest portion of 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 Department 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 12 psf Wall Dead Load 10 psf Snow Load 20 psf Concrete Unit Weigh 150 pcf D+.75L+.75S Governing Load Combinations: D+L 1.2D+1.6L+0.5S 1 8 Project: Collins Residence Underpinning Sheet: 2.. �' Client: Terrafirma Foundation Systems Date: 6/8/2018 s ` Job#: S101-506 Revised: sr7,'1 _.1‘1',.,LC Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#5 Dimensional Inputs: Loads: Basement Tributary Width 2.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 5.5 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 5.5 ft Roof Dead Load 15 psf L1 Tributary Width 2.0 ft Deck Dead Load 12 psf Attic Tributary Width 0.0 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 5.0 ft Snow Load 20 psf L1 Deck Tributary Width 0.0 ft Roof Tributary Width 8.5 ft Pier Loads: Wood Wall Height 40.0 ft Dead Load 10402 lb Stem Wall Height 25 in Live Load 2900 lb Stem Wall Thickness 8 in Snow Load 950 lb Footing Width 24 in Design Load 13302 lb D+L Footing Thickness 30 in %Dead Load 78 % Roof Overhang 1.0 ft Length of Wall Supported 5.0 ft Installation and Testing Guage Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 30 plf Guage Pressure 2900 psi Low Level Floor Dead Load 83 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 275 plf Guage Pressure 1900 psi 1st Floor Dead Load 30 plf Attic Floor Dead Load 0 plf PUSH PIER DESIGN-PIER#5 Basement Deck Dead Load 60 plf Design Load= 13302 lb Low Level Deck Dead Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 2900 Ib psi L1 Deck Dead Load 102 plf Min 4.25"Ram Installation Gauge Pressure= 1900 lb psi Roof Dead Load 143 plf Wood Wall Dead Load 400 plf Foundation Dead Load 958 plf Basement Floor Live Load 80 plf Low Level Floor Live Load 220 plf L1 Live Load 80 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 200 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 190 plf 1 Project: Collins Residence Underpinning Sheet: 3 .-° Client: Terrafirma Foundation S stems s Y Date: 6/8/2018 Job#: S101-506 Revised: `-2,7:-, "ticSubject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#6 AND#3 NOTE:Pier 6 and 3 installed on opposite sides of sqaure footing,eac pier carries half the total loading. (Final loads are divided by 2) Dimensional Inputs: Loads: Basement Tributary Width 2.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 5.5 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 5.5 ft Roof Dead Load 15 psf L1 Tributary Width 2.0 ft Deck Dead Load 12 psf Attic Tributary Width 0.0 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 2.5 ft Snow Load 20 psf L1 Deck Tributary Width 0.0 ft Roof Tributary Width 5.5 ft Pier Loads: Wood Wall Height 40.0 ft Dead Load 6719 lb Stem Wall Height 25 in Live Load 6768 lb Stem Wall Thickness 8 in Snow Load 838 lb Footing Width 24 in Design Load 13487 lb D+L Footing Thickness 30 in %Dead Load 50 % Roof Overhang 1.0 ft Length of Wall Supported 4.2 ft Installation and Testing Guage Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 30 plf Guage Pressure 3000 psi Low Level Floor Dead Load 83 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 275 plf Guage Pressure 2000 psi 1st Floor Dead Load 30 plf Attic Floor Dead Load 0 plf PUSH PIER DESIGN-PIER#6 AND#3 Basement Deck Dead Load 30 plf Design Load= 13487 lb Low Level Deck Dead Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 3000 lb L1 Deck Dead Load 66 plf Min 4.25"Ram Installation Gauge Pressure= 2000 lb Roof Dead Load 98 plf Wood Wall Dead Load 400 plf Foundation Dead Load 958 plf Basement Floor Live Load 80 plf Low Level Floor Live Load 220 plf L1 Live Load 80 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 100 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 130 plf Basement Floor Beam Point Load: L 10.0 ft Bo 12ft ND 863 lb F'. 2300 lb Level 1 Floor Beam Point Load: L 20.0ft Bo 15 ft PD 2250 lb NI 6000 lb F'D3 847 lb (see hand calc next page) I's3 1129 lb (see hand calc next page) Attic Floor Beam Point Load: L 14.0 ft Bo 12 ft I'D 1208 lb f'L 3220 lb Project: Collins Residence Underpinning Sheet: LI � :; Client: Terrafirma Foundation Systems�* # Y Date: 6/8/2018 Job#: S101-506 Revised: S R u.),L LLC Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#6 AND#3 if 1,1.4 '` r, `,/ sw �,¢ �a,4 f _ `"/- a, fid;' f,. j`(„ 1 j `tf it l it r'° 4 ' ._ v-" ;1o J L ' br Tf - y ,r. D r i y— �r � i!, frithlge-; 'Eil Per ,-1 ('>/fri ly' 1e i4"J i �� tt 1 y R — i'FL ) 0 i i Project: Collins Residence Underpinning Sheet: 7 : Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: 'ciC1R.LLC Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#8 Dimensional Inputs: Loads: Basement Tributary Width 2.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 5.5 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 5.5 ft Roof Dead Load 15 psf L1 Tributary Width 2.0 ft Deck Dead Load 12 psf Attic Tributary Width 0.0 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 5.0 ft Snow Load 20 psf L1 Deck Tributary Width 0.0 ft Roof Tributary Width 3.0 ft Pier Loads: Wood Wall Height 40.0 ft Dead Load 10844 lb Stem Wall Height 76 in Live Load 2436 lb Stem Wall Thickness 8 in Snow Load 336 lb Footing Width 36 in Design Load 13280 lb D+L Footing Thickness 26 in %Dead Load 82 % Roof Overhang 1.0 ft Length of Wall Supported 4.2 ft Installation and Testing Guaqe Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 30 plf Guage Pressure 2900 psi Low Level Floor Dead Load 83 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 275 plf Guage Pressure 1900 psi 1st Floor Dead Load 30 plf Attic Floor Dead Load 0 plf PUSH PIER DESIGN-PIER#8 Basement Deck Dead Load 60 plf Design Load= 13280 lb Low Level Deck Dead Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 2900 lb psi L1 Deck Dead Load 36 plf Min 4.25"Ram Installation Gauge Pressure= 1900 lb psi Roof Dead Load 60 plf Wood Wall Dead Load 400 plf Foundation Dead Load 1608 plf Basement Floor Live Load 80 plf Low Level Floor Live Load 220 plf L1 Live Load 80 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 200 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 80 plf I I 1 Project: Collins Residence Underpinning Sheet: rO ' +r ,,', Client: Terrafirma Foundation Systems. „ Y Date: 6/8/2018 Job#: S101-506 Revised: strPUCURA.,.I,C Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#10 Dimensional Inputs: Loads: Basement Tributary Width 6.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 2.0 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 2.0 ft Roof Dead Load 15 psf L1 Tributary Width 5.8 ft Deck Dead Load 12 psf Attic Tributary Width 0.0 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 3.0 ft Snow Load 20 psf L1 Deck Tributary Width 0.0 ft Roof Tributary Width 0.0 ft Pier Loads: Wood Wall Height 30.0 ft Dead Load 9803 lb Stem Wall Height 76 in Live Load 2652 lb Stem Wall Thickness 8 in Snow Load 2172 lb Footing Width 36 in Design Load 13421 lb D+L Footing Thickness 26 in %Dead Load 73 % Roof Overhang 1.0 ft Length of Wall Supported 3.6 ft Installation and Testing Guage Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 90 plf Guage Pressure 3000 psi Low Level Floor Dead Load 30 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 100 plf Guage Pressure 1900 psi 1st Floor Dead Load 86 plf Attic Floor Dead Load 0 plf PUSH PIER DESIGN-PIER#10 Basement Deck Dead Load 36 plf Design Load= 13421 lb Low Level Deck Dead Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 3000 lb psi L1 Deck Dead Load 0 plf Min 4.25"Ram Installation Gauge Pressure= 1900 lb psi Roof Dead Load 15 plf Wood Wall Dead Load 300 plf Foundation Dead Load 1608 plf Basement Floor Live Load 240 plf Low Level Floor Live Load 80 plf L1 Live Load 230 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 120 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 20 plf Deck Beam Point Load: L 4.0 ft Bo 3 ft PD 72 Ib PL 240 lb Roof Hip Beam Beam Point Load: L 21.0 ft B0 10 ft PD 1575 lb Ps 2100 lb Project: Collins Residence Underpinning Sheet: 414,-;-`'i " Client: Terrafirma Foundation Systems Date: 6/ /2018 ` Job#: S101-506 Revised: s:p Lu2Fl..LtC Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#13 Dimensional Inputs: Loads: Basement Tributary Width 6.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 2.0 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 2.0 ft Roof Dead Load 15 psf L1 Tributary Width 5.8 ft Deck Dead Load 12 psf Attic Tributary Width 3.5 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 3.5 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 3.0 ft Snow Load 20 psf L1 Deck Tributary Width 3.0 ft Roof Tributary Width 10.0 ft Pier Loads: Wood Wall Height 30.0 ft Dead Load 9324 lb Stem Wall Height 48 in Live Load 4173 lb Stem Wall Thickness 8 in Snow Load 858 lb Footing Width 36 in Design Load 13497 lb D+L Footing Thickness 26 in %Dead Load 69 % Roof Overhang 1.0 ft Length of Wall Supported 3.9 ft Installation and Testing Guage Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 90 plf Guage Pressure 3000 psi Low Level Floor Dead Load 30 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 100 plf Guage Pressure 2000 psi 1st Floor Dead Load 86 plf Attic Floor Dead Load 53 plf PUSH PIER DESIGN-PIER#13 Basement Deck Dead Load 36 plf Design Load= 13497 lb Low Level Deck Dead Load 36 plf Min 3.5"Ram Installation Gauge Pressure= 3000 lb psi L1 Deck Dead Load 120 plf Min 4.25"Ram Installation Gauge Pressure= 2000 lb psi Roof Dead Load 165 plf Wood Wall Dead Load 300 plf Foundation Dead Load 1375 plf Basement Floor Live Load 240 plf Low Level Floor Live Load 80 plf L1 Live Load 230 plf Basement Deck Live Load 140 plf Low Level Deck Live Load 120 plf L1 Deck Live Load 120 plf Attic Live Load 140 plf Snow Load 220 plf 1 1 Project: Collins Residence Underpinning Sheet: �j '� ° Client: Terrafirma Foundation Systems Job#: S101-506 Date: 6/8/2018 ` sra�c,i1,', !LC Subject:Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#14 Dimensional Inputs: Loads: Basement Slab Tributary Width 3.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 5.0 ft Floor Dead Load 15 psf L1 Tributary Width 5.0 ft Roof Dead Load 15 psf Attic Tributary Width 3.5 ft Deck Dead Load 12 psf Basement Deck Tributary Widtl 3.5 ft Floor Live Load 40 psf Low Level Deck Tributary Widtl 3.0 ft Wall Dead Load 10 psf L1 Deck Tributary Width 3.0 ft Snow Load 20 psf Roof Tributary Width 11.5 ft Wood Wall Height 30.0 ft Pier Loads: Stem Wall Height 38 in Dead Load 9067 lb Stem Wall Thickness 8 in Live Load 4160 lb Footing Width 36 in Snow Load 1000 lb Footing Thickness 24 in Design Load 13227 lb D+L Roof Overhang 1.0 ft %Dead Load 69 % Length of Wall Supported 4.0 ft Installation and Testing Guaqe Pressures: Line Loads: FS(testing) 2 Basement Slab Dead Load 150 plf Hydraulic Ram Area 9.2 sq.in Low Level Floor Dead Load 75 plf Guage Pressure 2900 psi 1st Floor Dead Load 75 plf Hydraulic Ram Area 14.18 sq.in Attic Floor Dead Load 53 plf Guage Pressure 1900 psi Basement Deck Dead Load 36 plf Low Level Deck Dead Load 36 plf PUSH PIER DESIGN-PIER#14 L1 Deck Dead Load 138 plf Design Load= 13227 lb Roof Dead Load 188 plf Min 3.5"Ram Installation Gauge Pressure= 2900 lb psi Wood Wall Dead Load 300 plf Min 4.25'Ram Installation Gauge Pressure= 1900 lb psi Foundation Dead Load 1217 plf Basement Floor Live Load 120 plf Low Level Floor Live Load 200 plf L1 Live Load 200 plf Basement Deck Live Load 140 plf Low Level Deck Live Load 120 plf L1 Deck Live Load 120 plf Attic Live Load 140 plf Snow Load 250 plf i Project: Collins Residence Underpinning Sheet: e( r Client: Terrafirma Foundation Systems Date: 6/8/2018 • ` Job#: S101-506 Revised:G;t,,; �t, EL Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#20 Dimensional Inputs: Loads: Basement Slab Tributary Width 0.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 1.0 ft Floor Dead Load 15 psf L1 Tributary Width 6.5 ft Roof Dead Load 15 psf Attic Tributary Width 0.0 ft Deck Dead Load 12 psf Basement Deck Tributary Widtl 0.0 ft Floor Live Load 40 psf Low Level Deck Tributary Widtl 3.0 ft Wall Dead Load 10 psf L1 Deck Tributary Width 3.0 ft Snow Load 20 psf Roof Tributary Width 3.5 ft Wood Wall Height 25.0 ft Pier Loads: Stem Wall Height 25 in Dead Load 10138 lb Stem Wall Thickness 8 in Live Load 2916 lb Footing Width 36 in Snow Load 486 lb Footing Thickness 30 in Design Load 13054 lb D+L Roof Overhang 1.0 ft %Dead Load 78 % Length of Wall Supported 5.4 ft Installation and Testing Guaqe Pressures: Line Loads: FS(testing) 2 Basement Slab Dead Load 0 plf Hydraulic Ram Area 9.2 sq.in Low Level Floor Dead Load 15 plf Guage Pressure 2900 psi 1st Floor Dead Load 98 plf Hydraulic Ram Area 14.18 sq.in Attic Floor Dead Load 0 plf Guage Pressure 1900 psi Basement Deck Dead Load 36 plf Low Level Deck Dead Load 36 plf PUSH PIER DESIGN-PIER#20 L1 Deck Dead Load 42 plf Design Load= 13054 lb Roof Dead Load 68 plf Min 3.5"Ram Installation Gauge Pressure= 2900 lb psi Wood Wall Dead Load 250 plf Min 4.25"Ram Installation Gauge Pressure= 1900 lb psi Foundation Dead Load 1333 plf Basement Floor Live Load 0 plf Low Level Floor Live Load 40 plf L1 Live Load 260 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 120 plf L1 Deck Live Load 120 plf Attic Live Load 0 plf Snow Load 90 plf 1 1 Project: Collins Residence Underpinning Sheet: /0 ` `"`� Client: Terrafirma Foundation Systems Job#: S101-506 Date: 6/8/2018 s r�uc uu.Etc Revised: Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#21 Dimensional Inputs: Loads: Basement Slab Tributary Width 0.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 1.0 ft Floor Dead Load 15 psf L1 Tributary Width 6.5 ft Roof Dead Load 15 psf Attic Tributary Width 0.0 ft Deck Dead Load 12 psf Basement Deck Tributary Widtl 0.0 ft Floor Live Load 40 psf Low Level Deck Tributary Widtl 3.0 ft Wall Dead Load 10 psf L1 Deck Tributary Width 3.0 ft Snow Load 20 psf Roof Tributary Width 3.5 ft Wood Wall Height 25.0 ft Pier Loads: Stem Wall Height 25 in Dead Load 8041 lb Stem Wall Thickness 8 in Live Load 1890 lb Footing Width 36 in Snow Load 2275 lb Footing Thickness 30 in Design Load 11164 lb D+.75L+.75S Roof Overhang 1.0 ft %Dead Load 72 % Length of Wall Supported 3.5 ft Installation and Testing Guage Pressures: Line Loads: FS(testing) 2 Basement Slab Dead Load 0 plf Hydraulic Ram Area 9.2 sq.in Low Level Floor Dead Load 15 plf Guage Pressure 2500 psi 1st Floor Dead Load 98 plf Hydraulic Ram Area 14.18 sq.in Attic Floor Dead Load 0 plf Guage Pressure 1600 psi Basement Deck Dead Load 36 plf Low Level Deck Dead Load 36 plf PUSH PIER DESIGN-PIER#21 L1 Deck Dead Load 42 plf Design Load= 11164 lb Roof Dead Load 68 plf Min 3.5"Ram Installation Gauge Pressure= 2500 lb psi Wood Wall Dead Load 250 plf Min 4.25"Ram Installation Gauge Pressure= 1600 lb psi Foundation Dead Load 1333 plf Basement Floor Live Load 0 plf Low Level Floor Live Load 40 plf L1 Live Load 260 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 120 plf L1 Deck Live Load 120 plf Attic Live Load 0 plf Snow Load 90 plf Roof Hip Beam Point Load: L 14.0 ft Bo 14 ft PD 1470 lb Ps 1960 lb I I I Project: Collins Residence Underpinning Sheet: J I • • / Client: Terrafirma Foundation Systems Job#: S101-506 Date: 6/8/2018 srR;;c uz�,4!Lc Revised: Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#25 Dimensional Inputs: Loads: Basement Slab Tributary Width 0.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 2.0 ft Floor Dead Load 15 psf L1 Tributary Width 2.0 ft Roof Dead Load 15 psf Attic Tributary Width 0.0 ft Deck Dead Load 12 psf Basement Deck Tributary Widtl 0.0 ft Floor Live Load 40 psf Low Level Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf L1 Deck Tributary Width 0.0 ft Snow Load 20 psf Roof Tributary Width 9.5 ft Wood Wall Height 42.0 ft Pier Loads: Stem Wall Height 25 in Dead Load 8359 lb Stem Wall Thickness 8 in Live Load 5012 lb Footing Width 36 in Snow Load 672 lb Footing Thickness 30 in Design Load 13371 lb D+L Roof Overhang 1.0 ft %Dead Load 63 % Length of Wall Supported 3.2 ft Installation and Testing Guaqe Pressures: Line Loads: FS(testing) 2 Basement Slab Dead Load 0 plf Hydraulic Ram Area 9.2 sq.in Low Level Floor Dead Load 30 plf Guage Pressure 3000 psi 1st Floor Dead Load 30 plf Hydraulic Ram Area 14.18 sq.in Attic Floor Dead Load 0 plf Guage Pressure 1900 psi Basement Deck Dead Load 0 plf Low Level Deck Dead Load 0 plf PUSH PIER DESIGN-PIER#25 L1 Deck Dead Load 114 plf Design Load= 13371 lb Roof Dead Load 158 plf Min 3.5"Ram Installation Gauge Pressure= 3000 lb psi Wood Wall Dead Load 420 plf Min 4.25"Ram Installation Gauge Pressure= 1900 lb psi Foundation Dead Load 1333 plf Basement Floor Live Load 0 plf Low Level Floor Live Load 80 plf L1 Live Load 80 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 0 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 210 plf Lower Level Floor Beam Point Load: L 18.0 ft Ba 13 ft PD 1688 lb PL 4500 lb : I I i Project: Collins Residence Underpinning Sheet: I 2- Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: SM UC"?",``C Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#26 Dimensional Inputs: Loads: Basement Slab Tributary Width 0.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 2.0 ft Floor Dead Load 15 psf L1 Tributary Width 2.0 ft Roof Dead Load 15 psf Attic Tributary Width 0.0 ft Deck Dead Load 12 psf Basement Deck Tributary Widtl 0.0 ft Floor Live Load 40 psf Low Level Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf L1 Deck Tributary Width 0.0 ft Snow Load 20 psf Roof Tributary Width 10.0 ft Wood Wall Height 40.0 ft Pier Loads: Stem Wall Height 24 in Dead Load 9204 lb Stem Wall Thickness 8 in Live Load 1460 lb Footing Width 36 in Snow Load 1045 lb Footing Thickness 25 in Design Load 11083 lb D+.75L+.75S Roof Overhang 1.0 ft %Dead Load 83 ok Length of Wall Supported 4.8 ft Installation and Testing Guage Pressures: Line Loads: FS(testing) 2 Basement Slab Dead Load 0 plf Hydraulic Ram Area 9.2 sq.in Low Level Floor Dead Load 30 plf Guage Pressure 2500 psi 1st Floor Dead Load 30 plf Hydraulic Ram Area 14.18 sq.in Attic Floor Dead Load 0 plf Guage Pressure 1600 psi Basement Deck Dead Load 0 plf Low Level Deck Dead Load 0 plf PUSH PIER DESIGN-PIER#26 L1 Deck Dead Load 120 plf Design Load= 11083 lb Roof Dead Load 165 plf Min 3.5"Ram Installation Gauge Pressure= 2500 lb psi Wood Wall Dead Load 400 plf Min 4.25"Ram Installation Gauge Pressure= 1600 lb psi Foundation Dead Load 1138 plf Basement Floor Live Load 0 plf Low Level Floor Live Load 80 plf L1 Live Load 80 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 0 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 220 plf Level 1 Floor Beam Point Load Distirbuted between two Piers: L 7.0 ft Bo 10 ft PD 263 lb PL 700 lb 1 Project: Collins Residence Underpinning Sheet: 1 3 ,,, - Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: sraucu?4Ftc Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#27 Dimensional Inputs: Loads: Basement Slab Tributary Width 0.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 2.0 ft Floor Dead Load 15 psf L1 Tributary Width 2.0 ft Roof Dead Load 15 psf Attic Tributary Width 0.0 ft Deck Dead Load 12 psf Basement Deck Tributary Widtl 0.0 ft Floor Live Load 40 psf Low Level Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf L1 Deck Tributary Width 0.0 ft Snow Load 20 psf Roof Tributary Width 7.0 ft Wood Wall Height 40.0 ft Pier Loads: Stem Wall Height 24 in Dead Load 9008 lb Stem Wall Thickness 8 in Live Load 800 lb Footing Width 36 in Snow Load 800 lb Footing Thickness 25 in Design Load 10208 lb D+.75L+.75S Roof Overhang 1.0 ft %Dead Load 88 % Length of Wall Supported 5.0 ft Installation and Testing Guage Pressures: Line Loads: FS(testing) 2 Basement Slab Dead Load 0 plf Hydraulic Ram Area 9.2 sq.in Low Level Floor Dead Load 30 plf Guage Pressure 2300 psi 1st Floor Dead Load 30 plf Hydraulic Ram Area 14.18 sq.in Attic Floor Dead Load 0 plf Guage Pressure 1500 psi Basement Deck Dead Load 0 plf Low Level Deck Dead Load 0 plf PUSH PIER DESIGN-PIER#27 L1 Deck Dead Load 84 plf Design Load= 10208 Ib Roof Dead Load 120 plf Min 3.5"Ram Installation Gauge Pressure= 2300 lb psi Wood Wall Dead Load 400 plf Min 4.25"Ram Installation Gauge Pressure= 1500 lb psi Foundation Dead Load 1138 plf Basement Floor Live Load 0 plf Low Level Floor Live Load 80 plf L1 Live Load 80 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 0 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 160 plf t l 1 1 I Project: Collins Residence Underpinning Sheet: frf ''" . r A. Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: s,aoc uR uc Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#30 Dimensional Inputs: Loads: Basement Tributary Width 6.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 0.0 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 0.0 ft Roof Dead Load 15 psf L1 Tributary Width 0.0 ft Deck Dead Load 12 psf Attic Tributary Width 0.0 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 0.0 ft Snow Load 20 psf L1 Deck Tributary Width 0.0 ft Roof Tributary Width 0.0 ft Pier Loads: Wood Wall Height 0.0 ft Dead Load 10707 lb Stem Wall Height 40 in Live Load 1920 lb Stem Wall Thickness 8 in Snow Load 160 lb Footing Width 36 in Design Load 12627 lb D+L Footing Thickness 24 in %Dead Load 85 % Roof Overhang 1.0 ft Length of Wall Supported 8.0 ft Installation and Testing Guage Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 90 plf Guage Pressure 2800 psi Low Level Floor Dead Load 0 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 0 plf Guage Pressure 1800 psi 1st Floor Dead Load 0 plf Attic Floor Dead Load 0 plf PUSH PIER DESIGN-PIER 830 I Basement Deck Dead Load 0 plf Design Load= 12627 lb Low Level Deck Dead Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 2800 lb psi L1 Deck Dead Load 0 plf Min 4.25"Ram Installation Gauge Pressure= 1800 lb psi Roof Dead Load 15 plf Wood Wall Dead Load 0 plf Foundation Dead Load 1233 plf Basement Floor Live Load 240 plf Low Level Floor Live Load 0 plf L1 Live Load 0 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 0 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 20 plf i Project: Collins Residence Underpinning Sheet: ✓`� Client: Terrafirma Foundation Systems Date: 6/8/2018 ift--e ` Job#: S101-506 s'q,:c-b&,i,c Revised: Subject: Push Pier Design By: HKB PUSH PIER DESIGN-PIER#31 Dimensional Inputs: Loads: Basement Tributary Width 6.0 ft Concrete Unit Weight 150 pcf Low Level Floor Tributary Widtl 0.0 ft Floor Dead Load 15 psf Low Level Slab Floor Tributary 0.0 ft Roof Dead Load 15 psf L1 Tributary Width 0.0 ft Deck Dead Load 12 psf Attic Tributary Width 0.0 ft Floor Live Load 40 psf Basement Deck Tributary Widtl 0.0 ft Wall Dead Load 10 psf Low Level Deck Tributary Widtl 0.0 ft Snow Load 20 psf L1 Deck Tributary Width 0.0 ft Roof Tributary Width 0.0 ft Pier Loads: Wood Wall Height 0.0 ft Dead Load 10104 lb Stem Wall Height 40 in Live Load 3300 lb Stem Wall Thickness 8 in Snow Load 100 lb Footing Width 36 in Design Load 13404 lb D+L Footing Thickness 24 in %Dead Load 75 % Roof Overhang 1.0 ft Length of Wall Supported 5.0 ft Installation and Testing Guage Pressures: FS(testing) 2 Line Loads: Hydraulic Ram Area 9.2 sq.in Basement Floor Dead Load 90 plf Guage Pressure 3000 psi Low Level Floor Dead Load 0 plf Hydraulic Ram Area 14.18 sq.in Low Level Slab Dead Load 0 plf Guage Pressure 1900 psi 1st Floor Dead Load 0 plf Attic Floor Dead Load 0 plf PUSH PIER DESIGN-PIER#31 Basement Deck Dead Load 0 plf Design Load= 13404 lb Low Level Deck Dead Load 0 plf Min 3.5"Ram Installation Gauge Pressure= 3000 lb psi L1 Deck Dead Load 0 plf Min 4.2S"Ram Installation Gauge Pressure= 1900 lb psi Roof Dead Load 15 plf Wood Wall Dead Load 0 plf Foundation Dead Load 1233 plf Basement Floor Live Load 240 plf Low Level Floor Live Load 0 plf L1 Live Load 0 plf Basement Deck Live Load 0 plf Low Level Deck Live Load 0 plf L1 Deck Live Load 0 plf Attic Live Load 0 plf Snow Load 20 plf Lower Level Floor Beam Point Load distributed between two piers: L 21.0 ft Ho 10 ft I'D 3413 lb I'L 2100 lb f Project: Collins Residence Underpinning Sheet: /6 ,► Client: Terrafirma Foundation Systems Date: 6/8/2018 ' Job#: S101-506 Revised: Sif2UC`.U'`AL ULC Subject: Existing Structure By: HKB CHECK EXISTING FOOTING Assumptions: Assuming reinforced with(1)#4 top,(1)#4 bottom. fc=2500 psi,fy=60 ksi Width of foundation beyond stem wall not considered. Location: Pier 31-32 span Section Properties: Stem Wall Thickness 8 in Stem Wall Height 40.00 in Footing Thickness 24 in h 64.00 in b 8in SX 5461.333 in3 A 512 in2 Span 4.00 ft Demand: Line Loads Dead Load 1338 plf Live Load 240 plf Snow Load 20 plf Factored Load 2000 plf 1.2D+1.6L+0.5S Point Loads PD 3413 #REF! PL 2100 #REF! Factored Load 7455 lb 1.2D+1.6L+0.5S Mu 11.5 kip"ft Simple vu 7.7 kips Simple Capacity: As 0.2 in d 62 in b 8 in a 0.471 in c 0.554 in �Mn 55.1 Kip*ft cp V. 36.9 kips Demand/Capacity Ratios: Flexure 0.21 <1,therefore O.K. Shear 0.21 <1,therefore O.K. Project: Collins Residence Underpinning Sheet: /3 Client: Terrafirma Foundation Systems Date: 6/8/2018 13:09 Job#: S101-454 Revised: SrRUCT,R"L.Ec Subject: Existing Structure By: HKB CHECK EXISTING FOOTING Assumptions: Assuming reinforced with(1)#4 top,(1)#4 bottom. fc=2500 psi,fy=60 ksi Width of foundation beyond stem wall not considered. Location: Pier 23-24 span Section Properties: Stem Wall Thickness 8 in Stem Wall Height 25.00 in Footing Thickness 30 in h 55.00 in b 8in Sx 4033.33 in3 A 440 in2 Span 5.00 ft Demand: Dead Load 2085 plf Live Load 160 plf Snow Load 210 plf `Nu 2968 plf 1.2D+1.6S+L Mu 9.3 kip*ft Simple Vu 7.4 kips Simple Capacity: As 0.2 in d 53 in b 8in a 0.471 in c 0.5536 in cPMn 47.0 Klp"ft cp Vc 31.5 kips Demand/Capacity Ratios: Flexure 0.20 <1,therefore O.K. Shear 0.24 <1,therefore O.K. Project: Collins Residence Underpinning Sheet: / 8 Client: Terrafirma Foundation Systems Date: 6/8/2018 ilk~ ` Job#: S101-506 Revised: rr�c7urz �.L,c Subject: Existing structure By: HKB CHECK EXISTING FOOTING Assumptions: Assuming reinforced with(1)#4 top, (1)#4 bottom. fc=2500 psi,fy=60 ksi Width of foundation beyond stem wall not considered. Location: Pier 20-21 span Section Properties: Stem Wall Thickness 8 in Stem Wall Height 25.00 in Footing Thickness 30 in h 55.00 in b 8 in Sx 4033.33 in3 A 440 in2 Span 5.50 ft Demand: Dead Load 1877 plf Live Load 540 plf Snow Load 90 plf 3207 plf 1.2D+1.6S+L M. 12.1 kip*ft Simple Vu 8.8 kips Simple Capacity: A5 0.2 in d 53 in b 8 in a 0.471 in c 0.5536 in cPMn 47.0 Klp"ft Vc 31.5 kips Demand/Capacity Ratios: Flexure 0.26 <1,therefore O.K. Shear 0.28 <1,therefore O.K. fl o,, 1 uM,, Project: Collins Residence Underpinning Sheet: )i0r « Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: STRUCTURAL L1C Subject: Push Pier Sleeve and Pier Design By: HKB 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 ..-- below. Assume sleeves resists flexure from eccentric loading and pier transfers all vertical load to the soil. Loads: y PD 6719 Lb P P� 6768 Lb .'n„. - ._._ Ps 838 Lb +. A P ' Bearing Area, 1 Areq Inputs: " IAlb k EA' a if a 2.75 in .0 A 1;e11'=l- b 10 in (bracket width) 1. - ',A [ =)t<- beff 4.00 ft (Effective ftg.length,passive c r°$ 1='124 r B c 12 in i , • ! . d 30 in 1 h 42 in 1(111 V F.!, _ ql D 3.5 in ,_, --. --s _� M ft 2500 psi q2 ' 11.1=H4_ A I e , r_.r.: q 300 pcf (prescriptive passive : _ p � •71- 1 k 30 in pressure w/increase per ` d } h ; R Check Concrete Bearing: t' Pe 19310 Lb 1.2D+1.6L+0.5S D V Pn 1381 psi __.._.; Areq 13.98 in2 q3 f 1.40 in <<seat length,therefore OK Eccentric Moment: e 3.45 in (f/2+a) P 13487 Lb #REF! M 3876 ft-Lb p,_, t Project: Collins Residence Underpinning Sheet: 2_0* * Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: s 2 rr"'A``' Subject: Push Pier Sleeve and Pier Design By: HKB CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING Loads: P 13487 Lb (see previous calculation) M 3876 ft-Lb (see previous calculation) #REF! Sleeve Properties: OD 3.5 in ID 3.068 in t 0.216 in ii Design t 0.201 in 7%thickness loss for corrosii IL_ Design OD 3.470 ksi Fy 50 ksi ;2II,,. P Aee ring Area, S 1.59 in3 IIP�I— rq Zit ii6f Illj A a ` 1 ,!,F I: Pier Properties: =II— =; ,L .I f II,. , OD 2.820 in ; ie 7 jr R ID 2.548 in c t 0.136 in It a V •il Design t 0.126 in 7%thickness loss for corrosii r..."Iq Design OD 2.801 ksi Fy 50 t=h,t; 1 ` e M I r 0.95 in ,1 #! :t r•- ° A 1.06 int d R I ; hr Axial Force on Pier: Lu,pier 36 inY K 2 siglilii `, o KI/r 76 . _. Fa 19.6 ksi (Table 4-22 AISC 13th Ed.) Pa 21 kips Pr/Pc 0.65 <1,Therefore O.K. Flexure on Sleeve at Bracket: M 3876 ft-lb Ma 3978 ft-Lb M/Ma 0.97<1,Therefore O.K. 3 I 1 fi Project: Collins Residence Underpinning Sheet: 2 I Client: Terrafirma Foundation Systems Date: 6/8/2018 * ' Job#: S101-506 sr zu::urzAL,arc Revised: Subject: Push Pier Bracket Design By: HKB CHECK FOUNDATION BRACKET 1)Check Grade 87 Threaded Rod: GI= 3/4 in Fy= 125 ksi n= 10 thread/in e At= 0.334 int _ TA= 41.8 kip 2)Check Weld At Stiffiners: lem O FExx= 70 ksi ', .1 -y I- II11 © I�,= 5in s 4 , - L= 3/16 in _ '411V0/Sl= 27.8 kip 2 � a a ia Pmax— 21.4 kip I` .,. lei 5' 3)Check Weld At Verticle Plate: I R • R=6.5/5*P= 0.77 R l O 1R FExx= 70 ksi rf' 5' h= 5in tw= 3/16 in V„/S2= 27.8 kip 31-O.D. Pmax= 21.4 kip y 4)Check Plate Shear and Bending: 5" 0 0 0 M= 1.5 P V= P )` t= 0.375 in Fy= 36 ksi }-- 6,,..2. 4 Va= 36.4 kip Ma= 28.4 kip / Setting Unity Equation Equal to 1: 1.5P/Ma+(p/Va)A2=1 Pmax= 15.5 kips < Controls 11" / /�—/ / 92" 5)Check Cap Plate: Capacity to Demand Check: t= 1 in Capacity,Pmax= 15.5 kip Fy= 36 ksi Demand,P= 13.5 kip (see previous calculation) j b= 5 in DCR= 0.87<1,therefore O.K. M=P/2*1.5" 0.75 P Ma= 27 kip i Pmax= 36 kip ,r�te► ; Project: Collins Residence Underpinning Sheet: 2 2. Z.C.� . Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: Subject: Wind load determination (perp to ridge)-West WALL By: HKB DETERMINE WIND LOAD ON EFFECTED WALL-West WALL (ASCE 7-10, MWFRS Envelope Procedure)-Transverse Exterior West Wall V 120 mph rise 9 run 12 0 370 nmean 35 ft Exp B GCPf(1E) 0.69 wall corner,windward GCPf(2E) 0.27 roof corner,windward GCPf(3E) -0.53 roof corner, leeward GCPf(4E) -0.48 wall corner, leeward (For roof pitch<45 degrees) GCpf(1) 0.56 wall field,windward GCPf(2) 0.21 roof field,windward GCpf(3) -0.43 roof field, leeward Gcpf(4) -0.37 wall field, leeward KZt 1.00 Kd 0.85 KZ 0.73 qz 22.87 psf a 3 ft Gcpi(+) 0.18 Gcpi(-) -0.18 Pressures Using Gcpi(+) Pressure Using Gcpi(-) hE 11.7 pst,wall corner,windward I'1E 19.9 psf,wall corner,windward P2E 2.1 psf, roof corner,windward P2E 10.3 psf, roof corner,windward P3E -16.2 psf, roof corner, leeward P3E -8.0 psf, roof corner, leeward P4E -15.1 psf,wall corner, leeward P4E -6.9 psf,wall corner, leeward P1 8.7 psf,wall field,windward P1 16.9 psf,wall field,windward P2 0.7 psf, roof field,windward P2 8.9 psf, roof field,windward P3 -14.0 psf, roof field, leeward P3 -5.7 psf, roof field, leeward P4 -12.6 psf,wall field, leeward P4 -4.3 psf,wall field, leeward Effected Wall Line: sin(8) 0.60 portion of wind in horizontal direction 2a 6.0 ft, corner zone width L roof 30.0 ft,field tributary w field 6.5 ft havg 25 ft Reactions Using Gcpi(+) Reaction;Using Gcpi(-) Nie 1749.9 Ib,corner,windward ''1E 2985.1 Ib, corner,windward P2E 222.3 Ib, roof,windward, multiplied by sin(e)P2E 1111.7 Ib, roof,windward P3E 1754.0 lb, roof, leeward, multiplied by sin(6) P3E 864.6 lb, roof, leeward P4E 2264.5 Ib,corner, leeward P4E 1029.3 Ib,corner, leeward P1 1412.5 Ib,field,windward P1 2750.6 lb,field,windward P2 80.3 lb, roof field,windward, multiplied by$.P2 1043.7 lb, roof field,windward P3 1632.5 Ib, roof field, leeward, multiplied by sir P3 669.1 Ib, roof field, leeward P4 2044.4 lb,field, leeward P4 706.2 Ib,field, leeward Ptotal 11160.4 lb,absolute value Ptotal 11160.4 Ib,absolute value CONTROLLING LOAD PERP TO RIDGE Vw 11160 lb Project: Collins Residence Underpinning Sheet: 2 3 Client: Terrafirma Foundation Systems Date: 6/8/2018 " • Job#: S101-506 Revised: srzucruRnL, :.c Subject: Seismic/Retaining Load-Worst case Transverse Wall By: HKB DETERMINE SEISMIC BASE SHEAR LOAD (ASCE 7-10, Equivalent Lateral Force Procedure) Exterior West Wall SS 0.96 51 0.42 Site class D Fa 1.12 Fv 1.57 SMS 1 SM1 0.66 SDS 0.72 SD1 0.44 Ie 1 R 6.5 <---assumed from table 12.2-1 (A.#15) Cs 0.110 • DETERMINE MASS TRIBUTARY TO WALL FLOOR/ELEMENT At(tr) Wp(Pst) W,(Ib) Roof 588 25 14687.5 L1 550 25 13750 Low Level 0 25 0 Low Level Garage 550 65 35750 SUM 64187.5 Lb VE I 7071 I Lb (ult) DETERMINE SOIL PRESSURE LOAD Avg. Ret. Height 8 ft EFP 45 psf qmax 360 psf Trib Width 7.0 ft Resultant 1440 plf VH 10080 Lb STABILIZING DEAD LOAD(FRICTION) u 0.25 (coefficient of friction) WI) 0 plf L 11 ft (length of foundation not affected by piering) Vfriction 0 ti Project: Collins Residence Underpinning Sheet: v..4 � Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-506 Revised: Subject: Wind load determination(perp to ridge)-West Interior Wall By: HKB DETERMINE WIND LOAD ON EFFECTED WALL-NORTH WALL (ASCE 7-10, MWFRS Envelope Procedure)-Transverse V 120 mph rise 9 run 12 8 37 ° hmean 35 ft Exp B GC,/(1E) 0.69 wall corner,windward GCPf(2E) 0.27 roof corner,windward GCPf(3E) -0.53 roof corner, leeward GCPf(4E) -0.48 wall corner, leeward (For roof pitch<45 degrees) GCpf(1) 0.56 wall field,windward GCPf(2) 0.21 roof field,windward GCPf(3) -0.43 roof field, leeward GCPf(4) -0.37 wall field, leeward KZf 1.00 Ka 0.85 KZ 0.73 qZ 22.87 psf a 3ft Gcpi(+) 0.18 Gcpi(-) -0.18 Pressures Using Gcpi(+) Pressure Using Gcpi(-) NSE 11.1 pst,wall corner,windward F'1E 19.9 psf,wall corner,windward P2E 2.1 psf, roof corner,windward P2E 10.3 psf, roof corner,windward P3E -16.2 psf, roof corner, leeward P3E -8.0 psf, roof corner, leeward P4E -15.1 psf,wall corner, leeward P4E -6.9 psf,wall corner, leeward P1 8.7 psf,wall field,windward P1 16.9 psf,wall field,windward P2 0.7 psf, roof field,windward P2 8.9 psf, roof field,windward P3 -14.0 psf, roof field,leeward P3 -5.7 psf, roof field, leeward P4 -12.6 psf,wall field, leeward P4 -4.3 psf,wall field, leeward Effected Wall Line: sin(6) 0.60 portion of wind in horizontal direction 2a 0.0 ft, corner zone width L roof 21.5 ft,field tributary w field 21.5 ft hwindu 25 ft Reactions Using Gc i + Gcpi(-) F'1E 0.0 lb,corner,windward FIE Using 0.0 Ib, corner,windward P2E 0.0 Ib, roof,windward, multiplied by sin(6!P2E 0.0 lb, roof,windward P3E 0.0 Ib, roof, leeward, multiplied by sin(9) P3E 0.0 Ib, roof, leeward P4E 0.0 Ib,corner, leeward P4E 0.0 lb,corner, leeward P1 4672.0 lb,field,windward P1 9098.2 Ib,field,windward P2 190.3 Ib, roof field,windward, multiplied by:P2 2474.2 Ib, roof field,windward P3 3869.9 Ib, roof field, leeward, multiplied by sir P3 1586.0 Ib, roof field, leeward P4 6762.2 Ib,field, leeward P4 2336.0 Ib,field, leeward Ptotal 15494.4 lb,absolute value Ptotal 15494.4 lb,absolute value CONTROLLING LOAD PERP TO RIDGE Vw 15494 lb Project: Collins Residence Underpinning Sheet: Z Client: Terrafirma Foundation Systems Date: 6/8/2018 •�• Job#: S101-506 Revised: 5i2UCTURAL, C Subject: Seismic/Retaining Load-Worst case Transverse Wall- By: HKB DETERMINE SEISMIC BASE SHEAR LOAD (ASCE 7-10, Equivalent Lateral Force Procedure) Interior Wall Piers 34-36 SS 0.96 S1 0.42 Site class D Fa 1.12 Fv 1.57 SMS 1 SM1 0.66 SDS 0.72 SD1 0.44 le 1 R 6.5 <---assumed from table 12.2-1 (A.#15) Cs 0.110 DETERMINE MASS TRIBUTARY TO WALL FLOOR/ELEMENT At(tr) WD(Pst) W,(Ib) Roof 1011 25 25262.5 L1 925 25 23112.5 Low Level 925 25 23112.5 Low Level Garage 344 65 22360 SUM 93848 Lb VE I 10338 Lb DETERMINE SOIL PRESSURE LOAD Avg.Ret.Height 2 ft EFP 45 psf qmax 90 psf Trib Width 7.0 ft Resultant 90 plf VH 630 Lb STABILIZING DEAD LOAD(FRICTION) u 0.25 (coefficient of friction) WD 0 plf (Includes 8'of slab on grade,basement wall, 1'of level 1,and 3'of roof) L 11 ft (length of foundation not affected by piering) Vfriction 0 Project: Willison Residence Underpinning Sheet: 2 (e t Client: Terrafirma Foundation Systems Date: 6/8/2018 Job#: S101-395 Revised: Subject: Wind load determination(II to ridge)-North Wall Line By: HKB DETERMINE WIND LOAD ON EFFECTED WALL (ASCE 7-10, MWFRS Envelope Procedure)-Longitudinal Exterior North Wall V 120 mph rise 9 run 12 6 370 °mean 35 ft Exp B Ci-'pf(5E) 0.61 wall corner,windward Cit'pf(5) 0.40 wall field,windward C7Upf(6E) -0.43 wall corner, leeward C(C'pf(6) -0.29 wall field, leeward Kn 1.00 Kd 0.85 Kz 0.70 qz 21.93 psf a 3 ft Gcpi(+) 0.18 Gcpi(-) -0.18 Pressures Using Gcpi(+) Pressure Using Gcpi(-) PPE -9.4 psf,wall corner,windward F'SE 17.3 psf,wall corner,windward P5 4.8 psf,wall field,windward P5 12.7 psf,wall field,windward P6E -13.4 psf,wall corner, leeward P6E -5.5 psf,wall corner, leeward P6 -10.3 psf,wall field, leeward P6 -2.4 psf,wall field, leeward Effected Wall Line: a 3.0 ft,corner zone width w 5 19.0 ft,field tributary °avglee% 35 ft °avg win 351tt Reactions Using Gcpi(+) Reaction:Using Gcpi(-) P5E 990 lb, corner,windward P5E 1819 lb,corner,windward P5 3209 Ib,field,windward P5 8460 Ib,field,windward P6E 1405 Ib,corner, leeward P6E 576 lb, corner, leeward P6 6855 Ib,field, leeward P6 1604 Ib,field, leeward Ptotal 12460 lb(absolute value) Ptotal 12460 lb(absolute value) CONTROLLING LOAD PARALLEL TO RIDGE OF ROOF Vw 12460 lb Project: Collins Residence Underpinning Sheet: 2.1°• Client: Terrafirma Foundation Systems Date: 6/8/2018 • * Job#: S101-506 Revised: 5'•RUC1U1AL Lw Subject: Seismic/Retaining Load-Worst case Longitudinal Wall-North By: HKB DETERMINE SEISMIC BASE SHEAR LOAD (ASCE 7-10,Equivalent Lateral Force Procedure) Exterior North Wall SS 0.96 S1 0.42 Site class D Fa 1.12 Fv 1.57 SMS 1 SM1 0.66 SDS 0.72 SD1 0.44 le 1 R 6.5 <---assumed from table 12.2-1 (A.#15) Cs 0.110 DETERMINE MASS TRIBUTARY TO WALL FLOOR/ELEMENT At(tr) WD(pst) W;(Ib) Roof 1408 25 35200 L1 1302 25 32550 Lower Level 861 25 21525 Lower Level Garage 441 65 28665 SUM 117940 Lb VE I 1'2993)Lb DETERMINE SOIL PRESSURE LOAD Avg.Ret. Height 0 ft EFP 45 psf qmax 0 psf Trib Width 7.0 ft Resultant 0 plf VH 0 Lb STABILIZING DEAD LOAD(FRICTION) u 0.25 (coefficient of friction) WD 0 plf (Includes 8'of slab on grade, basement wall, 1'of level 1,and 3'of roof) L 11 ft (length of foundation not affected by piering) Vfriction 0 Project Sheet No. 28 809 SE PINE ST Location Job No. ROSEBURG, OR 97470 STRUCTURAL,LLC PHONE: (541) 673-0166 Client By Date /064 I,-0>17) o►) Tit— Joz rc¢- : U - K !21/h o . Ur ,2-9/ 3 , ® C, C LJ - Q V/ /0330 L3 6q6 / L3 G../ //t, V / Lv 03. 1/7- /DDO ) �l CP / /-2" 7 3 HF_LtCAL Fr)-iNiJAr IC:'r•J Of ,,C;r; Sar.,-wA;-+�: Fc Pr-Q, X-*ONALS Powered by,.. - P © U N O A T I O N --- SUPP©RTWORKS Prepared By: Rob Van Dyke Company Name: ie Engineering Project Name: Collins Date: June 08,2018 Project Number: S101-506 Boring ID/Pile ID: B1/1 Application: Helical Piles Ultimate Compression Capacity: 40.2 kips Shaft Type: HA150 Ultimate Tension Capacity: 38.8 kips Head Depth: 6 ft Final Installation Torque: 4,020 ft-lb Batter Angle: 75° Maximum Installation Torque: 4,020 ft-lb Pile Length: 30 ft Depth at Max Torque: 13.8 ft Tip Depth: 13.8 ft Diameter(In) Geometry Depth(ft) Helix 1 10 H 13.7 Helix 2 12 H 13.0 Groundwater Depth: No Groundwater Critical Depth: 20 ft Depth Soil Type SPT'N'Value C(psf) y off.(pcf) $ deg No Nq 0 Mixed 0 115 32 30 20 20 Mixed 0 115 32 30 20 Refer to the latest version of the FSI Technical Manual for appropriate termination devices including threaded rod adapters,retrofit brackets and new construction brackets.The application and design of termination devices should be confirmed by the design professional of record. FSI helical pile and tieback lead sections are manufactured in true lengths of 5,7 and 10 feet.FSI helical extension sections have nominal lengths of 3,5,7 and 10 feet.These nominal lengths are the true measured lengths for HP350 and HP450 shafts,and are the net lengths(total length minus coupler overlap)for HA150 and HAI 75 shafts.The net lengths for HP237,HP287,and HP288 extension shafts are 6 inches less than the nominal lengths.Helical leads and extensions are available In other non-standard lengths upon request. FSI helical pies feature helix plates manufactured with a helix shape conforming to the geometry criteria of ICC-ES AC358.A helix plate thickness of 5/16-inch is standard for plate diameters of 6 to 14 inches on the HP237 shaft.A helix plate thickness of 3/8-inch is standard for plate diameters of 6 to 14 inches on all remaining shaft sizes.A helix plate thickness of 1/2-inch is standard for a plate diameter of 16 inches.A plate steel yield strength of at least 50 ksi(Grade 50)is standard for alt shaft sizes. FSI offers helical piles and tiebacks as either black(uncoated)steel or as hot-dip galvanized In accordance with ASTM A123.Hardware is provided as hot-dip galvanized(ASTM A153),mechanically-galvanized(ASTM 8695)or zinc-plated(ASTM ^ 8 633). plosricL /3� 13vv psJ Page 1 of 2