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Specifications (19) tit ST-1-OI 2 —rv2_3/ // 57, 6 CLt, SfSt-4c. RECEI VED JUN 14 2017 RI CITY OF TIGARD ft 4\ _ , 1,,:,,,- 'AjILDING DIVISION ' ` OFFICE COPY 1ILlLld1\\N., 4 INE Structural Calculations Helical Pier Foundation Repair 11560 SW 91st Ave — Tigard, OR 97223 Prepared For:TerraFirma Foundation Systems Work Order: 21175 Date: 13 June 2017 6.is.i7 40 PRO, '. a�. , royal@mortiereng.com cri ;A `i' Royal Mortier, PE 2017.06.13 j `" ' 17:58:33-07'00' r •`E'ON S ��\F f DIGITAL SIGNATURE FOR VERIFICATION OF ELECTRONICALLY )I 9.�T <. s/ TRANSIMITTED DOCUMENTS ONLY. SIGNATURE WILL AUTOMATICALLY ()rIA( trACW VOID IF DOCUMENT IS MANIPULATED ELECTRONICALLY. EX�'I"t EE 2 1 N Royal Mortier,P.E. 144 EAST 14TH AVE — EUGENE, OREGON 97401 P: (541)484-9080 — F: (541)684-3597 Table of Contents Structural Calculations Helical Pier Foundation Repair 11560 SW 91st Ave. - Tigard, OR 97223 Prepared For:Terra Firma Foundation Systems Work Order: 21175 Date: 13 June 2017 Subject Page Helical Pier Vertical Design—Exterior Bearing Wall Overview 1 Loading 2 Shaft Capacity 3 Helix Capacity 4 Existing Footing Capacity 5 Helical Pier Vertical Design—Gable End Wall Overview 6 Loading 7 Shaft Capacity 8 Helix Capacity 9 Existing Footing Capacity 10 Plans S1—Foundation Plan 11 S2—Roof Plan 12 S3—Section 13 S4—Helical Pier Details 14 S5—Helical Pier Details 15 144 EAST 14TH AVE — EUGENE,OREGON 97401 P: (541)484-9080 — F: (541)684-3597 0 Ik.I.J�, WORK ORDER# PAGE# _�• -�- mr,. CALCULATIONS -' rt STRUCTURAL 21175 2 i A BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED 1lis:.� CODE CONSULTANT • PLAN CHECKING 1156091st Ave,Tigard,OR / �:�. CONSTRUCTION INSPECTION FS DATE FS HP288 Helical Repair for SFD 6/13/2017 Structural Design Narrative The structural calculations enclosed are in reference to the design of remedial foundation supports for the residence referenced on the cover page.The helical pile system and brackets are designed as foundational supports for the residence to resist loading from the roof,floor,wall,concrete foundation,and concrete slab loading. Helical piles are continuously hydraulically torqued until a load bearing stratum is encountered. It is recommended that the piles be installed at a rate equal to the pitch of the helix plate with no more than 25 revolutions per minute. Confinement of the pile is provided by lateral earth pressures,and an additional external sleeve is used to resist possible eccentric loading. Once all piles are placed to minimum installation torque,they are loaded simultaneously to provide stabilization and/or lifting of the structure,pier caps are then used to lock brackets in place. FSI under-footing brackets do not require mechanical anchorage to the concrete foundation. The vertical and horizontal surfaces of the footing and foundation wall must be smooth and clean to allow full contact with the vertical and horizontal bearing plates of the under-footing bracket. Bracket fabrication welding conforms to AWS D1.1 and has been performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. Fabrication is performed by Behlen Manufacturing Company. Behlen Mfg Co.is an ISO 9001 certified company. Installation and design shall adhere to the requirements and regulations set forth in ICC-ES AC358 as well as ICC-ESR 3074. Periodic special inspection will be performed and a verification letter of installation depth and pressure will be provided upon job completion. ICC-ESR 3074 currently does not address use of this system within seismic design category D or higher. The entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a professional engineer. Soil conditions as noted in section 5.5 of ICC-ESR 3074 were not noted in the area. Design reductions,corrosion considerations,and axial and bending capacities of the external sleeve have been incorporated. Concrete foundation span capacities have been analyzed assuming lack of rebar and per ACI 318-11. 'Design Summary-Controlling Parameters Maximum Vertical Load to Pier- 7.028 kips Pier Type Designation- HP288 Controlling Soil Condition- COHESIVE Maximum Spacing- 7 feet Soil Capacity- 20.27 kips Installation Torque- 2100 lb-ft Torque Correlation Capacity- 18.90 kips Pengo RS-7 Diff.Pressure 700 psi Shaft Capacity- 60.37 kips Installation Depth- 9.00 feet Helix Capacity- 110.00 kips Depth of Helix 1- 8.5 feet Concrete Footing- OK Depth of Helix 2- 5.5 feet Bracket Capacity- 25.3 kips Depth of Helix 3- N/A feet • Page 1 T J WORK ORDER# PAGE# CALCULATIONS 21175 3 STRUCTURAL BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED z CODE CONSULTANT • PLAN CHECKING 1156091st Ave,Tigard,OR / j. .�,,.-- CONSTRUCTION INSPECTION REF DATE ��L�1't NZ� FS HP288 Helical Repair for SFD 6/13/2017 'Jurisdiction and Codes Jurisdiction/Building Department: City of Tigard Referenced Building Codes: 2012 International Building Code(IBC) 2012 International Residential Code(IRC) 2012 International Existing Building Code(IEBC) 2014 Oregon Structural Specialty Code(OSSC) 2014 Oregon Residential Specialty Code(ORSC) 'Estimated Loading Dead Load: Roof 15 psf Wall 10 psf Floor 12 psf Concrete 150 psf Live Load: Snow/Roof 25 psf Floor(Res) 40 psf Vertical Design Loads(Worst Case) Tributary Width/Anchor Spacing= 7 ft Trib Length RoofDL 14.5 ft = 217.5 plf Dead Load,D= 3.721 kips RoofSL 14 ft = 350 plf Floor Live Load,L= 1.960 kips #of Floors 1 count = 1 count Roof Snow/Live Load,S= 2.450 kips FloorDL 7 ft = 84 plf Wind Load,+= kips FloorLL 7 ft = 280 plf Wind Load,-= kips Slab? N(Y/N) N (Y/N) Seismic Load,+= kips ConcDL 0 in(thickness) = 0 plf Seismic Load,-= kips ConcLL 0 ft = 0 plf WalIDL 8 ft = 80 plf FoundationDL 6 in(width) = 150 plf 24 in(heigth) Controlling Load Combination(ASD): D+0.75L+0.75S Maximum Vertical Load(Worst Case)= 7.028 kips Page 2 1Z T I WORK ORDER# PAGE# .��.�:. -f CALCULATIONS 21175 4 STRUCTURAL BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED 1 CODE CONSULTANT • PLAN CHECKING 11560 91st Ave,Tigard,OR CONSTRUCTION CTION INSPECTION -71.111111111111111111V\-7 REF DATE FS HP288 Helical Repair for SFD 6/13/2017 'Design Input Pier System Designation= HP288 Vertical Load to Pier,PTL= 7.028 kips Minimum Installation Depth,L= 9.00 ft Unbraced Length,1= 1.000 ft Eccentricity,e= 6.000 in Concrete to Steel Coefficient of Friction,µ= 0.45 Friction Factor of Safety,FS= 2.00 Normal Surface Force,F„= 3.514 kips Vertical Component of Tieback,PTB= 0.000 kips Design Load(Vertical+Tieback),PDL= 7.028 kips MomentEcce„o-,ciTy= 42.168 kip-in Momentlieback= 0.000 kip-in MomentF,;,,;o„= 0.000 kip-in Design Moment,Momentp1t1DL= 42.168 kip-in Sleeve Property Input Sleeve Length= 30 in Sleeve OD= 3.500 in Design Wall Thickness= 0.201 in Sleeve Design ID 3.098 A= 2.082 in' I= 2.843 in' S= 1.625 Z= 2.189 in' r= 1.169 in E= 29000 ksi FY= 60 ksi (Pier Property Input Plain Pier OD= 2.839 in *Pier properties based on 50 year corrosion loss in Design Wall Thickness= 0.221 in thickness per ICC-ES AC358. Plain Pier Design ID= 2.397 in A= 1.818 in` I= 1.568 in' S= 1.105 in' Z= 1.518 in' r= 0.929 in C= 1.420 in k= 2.100 E= 29000 ksi Fy= 60 ksi (Pier Output(AISC 325-11) kl/r= 27.13 <200-OK F,= 319.70 ksi 4.71*(E/Fy)o'= 103.55 F„= 55.47 ksi Pn= 100.82 kips Safety Factor for Compression,Oc= 1.67(ASD) Allowable Axial Compressive Strength,P„/12,= 60.37 kips Actual Axial Compressive Demand,P,= 7.028 kips D/tp1e,= 12.85 <.45E/Fy-OK Mp= 222.45 kip-in Safety Factor for Flexure,Ob= 1.67(ASD) Allowable Flexural Strength,M„/52b= 133.20 kip-in Actual Flexural Demand,M,= 42.17 kip-in Combined Axial&Flexural Check= 0.37 OK Page 3 WORK ORDER# PAGE# �4 t: jt. *,,.rte- r,� CALCULATIONS 21175 5 STRUCTURAL PROJECT NAME BY/CHECKED V '' BUILDING DESIGN • FIRE PROTECTION 11560 91st Ave,Tigard,OR / Ir 1 t CODE CONSULTANT • PLAN CHECKING REF DATE -LILL.. .j,(''IMMIIII ` CONSTRUCTION INSPECTION FS HP288 Helical Repair for SFD 6/13/2017 '/:\.1A,\\' (Helix Properties and Capacity Di= 10.00in Q1= 55 kips Al=p*D12/4= 78.54 int HP288(Per ICC-ESR-3074) D2= 12.00 in Capacity Q2= 55 kips Helix dia.(in) (kips) A2=p*D22/4-p*(Tube OD)2/4= 106.77 in` 8 55.000 D2= in 10 55.000 Q3= 0 kips 12 55.000 A3=p*D32/4-p*(Tube OD)2/4= 0.00 14 55.000 EQ= 110.00 kips Soil-Individual Bearing Method-Cohesive or Non-Cohesive Cohesive Non-Cohesive Factor of Safety= 2 Factor of Safety,FS= 2 Blow Count,N= 12 Y= 120 pcf EAh=At+A2+A3= 1.29 ft2 cp= 32 deg Cohesion,c= 1.750 ksf Depth of Helix,D1= 8.5 ft Nc= 9 Depth of Helix,D2= 5.5 ft n Qu=Eah(cNC)= 20.268 kips Depth of Helix,D3= 0 ft Qa,compression/tension=Qu/FS= 10.134 ldps q'l=Y*D1= 1020 psf q'2=Y*D2= 660 psf q'3=Y*D3= 0 psf Nq=1+0.56(12*(p)'/54= 20.04 Q1u=A1(q'iNq)= 11.148 kips Q2u=A2(q'2Nq)= 9.806 kips !1 Q3u=A3(q'3Nq)= 0.000 kips Qa,compression/tension=EQu/FS= 10.477 kips CONTROLS: COHESIVE ALLOWABLE: 10.134 KIPS OK 'Soil-Torque Correlation Factory of Safety,FS= 2 Design Work Load,DL= 7.028 kips Emperical Torque Correlation Factor,Kt= 9 ft-1 Final Installation Torque,T=Qu/K1= 2100 lb-ft Ultimate Pile Capacity,Qu= 18.90 kips Allowable Pile Capacity,la,= 9.45 kips OK Page 4 lZ I I WORK ORDER# PAGE# .���:•_�-�:,� CALCULATIONS 21175 6 STRUCTURALfTh- °,' BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED �# h CODE CONSULTANT • PLAN CHECKING 11560 91st Ave,Tigard,OR CONSTRUCTION INSPECTION REF DATE FS HP288 Helical Repair for SFD 6/13/2017 'Estimated Footing/Foundation Wall Properties Foundation Width,b= 6 in Foundation Depth,d= 24 in Cross Sectional Area,A= 144 int Section Modulus,Sx= 576 ins Moment of Inertia,Mx 6912 in4 Assumed Conc,fc= 2000 psi 'Footing/Foundation Wall Loading Dead Load,DL= 3.721 kips Factored Dead Load,DL= 4.465 kips Floor Live Load,LL= 1.960 kips LRFD Load Factors: Factored Floor Live Load,LL= 1.960 kips 1.2DL+I.OLL+1.6SLr Snow/Live Roof Load,SLr= 2.450 kips Factored Snow/Live Roof Load,SL,= 3.920 kips Factored Total Load,W = 10.345 kips Pier Spacing,S= 7.0 ft Ultimate Shear(W/2),V„= 5.17 kips Ultimate Moment(wS2/8),M„= 9.05 k-ft 'Estimated Footing/Foundation Wall Capacity(ACI 318-11) Conc.Modulus of Rupture,fr= 335 psi Shear Strength,Vc= 12.88 kips Shear Redution Factor,cp= 0.75 Design Shear,cpVu= 9.66 kips OK Cracking Moment,M,= 16.10 k-ft Flexure Reduction Factor,cp= 0.9 Design Moment,cpM, = 14.49 k-ft OK Page 5 Ll Vk T J i, WORK ORDER# PAGE# `Ill. -r. CALCULATIONS STRUCTURAL 21175 2 n_ 131 Ili ' x BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED yt �Ii-i CODE CONSULTANT • PLAN CHECKING 1156091st Ave,Tigard,OR / = CONSTRUCTION INSPECTION i=A I;1-V REF DATE FS HP288 Helical Repair for SFD 6/13/2017 Structural Design Narrative The structural calculations enclosed are in reference to the design of remedial foundation supports for the residence referenced on the cover page.The helical pile system and brackets are designed as foundational supports for the residence to resist loading from the roof,floor,wall,concrete foundation,and concrete slab loading. Helical piles are continuously hydraulically torqued until a load bearing stratum is encountered. It is recommended that the piles be installed at a rate equal to the pitch of the helix plate with no more than 25 revolutions per minute. Confinement of the pile is provided by lateral earth pressures,and an additional external sleeve is used to resist possible eccentric loading. Once all piles are placed to minimum installation torque,they are loaded simultaneously to provide stabilization and/or lifting of the structure,pier caps are then used to lock brackets in place. FSI under-footing brackets do not require mechanical anchorage to the concrete foundation. The vertical and horizontal surfaces of the footing and foundation wall must be smooth and clean to allow full contact with the vertical and horizontal bearing plates of the under-footing bracket. Bracket fabrication welding conforms to AWS D1.1 and has been performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. Fabrication is performed by Behlen Manufacturing Company. Behlen Mfg Co.is an ISO 9001 certified company. Installation and design shall adhere to the requirements and regulations set forth in ICC-ES AC358 as well as ICC-ESR 3074. Periodic special inspection will be performed and a verification letter of installation depth and pressure will be provided upon job completion. ICC-ESR 3074 currently does not address use of this system within seismic design category D or higher. The entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a professional engineer. Soil conditions as noted in section 5.5 of ICC-ESR 3074 were not noted in the area. Design reductions,corrosion considerations,and axial and bending capacities of the external sleeve have been incorporated. Concrete foundation span capacities have been analyzed assuming lack of rebar and per ACI 318-11. IDesign Summary-Controlling Parameters Maximum Vertical Load to Pier- 7.361 kips Pier Type Designation- HP288 Controlling Soil Condition- COHESIVE Maximum Spacing- 7 feet Soil Capacity- 20.27 kips Installation Torque- 2100 lb-ft Torque Correlation Capacity- 18.90 kips Pengo RS-7 Diff.Pressure 700 psi Shaft Capacity- 60.37 kips Installation Depth- 9.00 feet Helix Capacity- 110.00 kips Depth of Helix 1- 8.5 feet Concrete Footing- OK Depth of Helix 2- 5.5 feet Bracket Capacity- 25.3 kips Depth of Helix 3- N/A feet Page 6 L�lZ.r I1r. WORK ORDER# PAGE# � •�! _—_r,. CALCULATIONS � STRUCTURAL 21175 3 BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKEDt -�4 CODE CONSULTANT • PLAN CHECKING 11560 91st Ave,Tigard,OR / I���� CONSTRUCTION INSPECTION REF l;�1,1,1 DATE FS HP288 Helical Repair for SFD 6/13/2017 'Jurisdiction and Codes Jurisdiction/Building Department: City of Tigard Referenced Building Codes: 2012 International Building Code(IBC) 2012 International Residential Code(IRC) 2012 International Existing Building Code(IEBC) 2014 Oregon Structural Specialty Code(OSSC) 2014 Oregon Residential Specialty Code(ORSC) 'Estimated Loading Dead Load: Roof 15 psf Wall 10 psf Floor 12 psf Concrete 150 psf Live Load: Snow/Roof 25 psf Floor(Res) 40 psf 'Vertical Design Loads(Worst Case) Tributary Width/Anchor Spacing= 7 ft Trib Length RoofDL 3 ft = 45 plf Dead Load,D= 3.213 kips RoofSL 14 ft = 350 plf Floor Live Load,L= 3.080 kips #of Floors 1 count = 1 count Roof Snow/Live Load,S= 2.450 kips FloorDL 7 ft = 84 plf Wind Load,+= kips FloorLL 7 ft = 280 plf Wind Load,-= kips Slab? Y(Y/N) Y (Y/N) Seismic Load,+= kips ConcDL 4 in(thickness) = 100 plf Seismic Load,-= kips ConcLL 4 ft = 160 plf Wa11DL 8 ft = 80 plf FoundationDL 6 in(width) = 150 plf 24 in(heigth) Controlling Load Combination(ASD): D+0.75L+0.75S Maximum Vertical Load(Worst Case)= 7.361 kips Page 7 T WORK ORDER# PAGE# •�- 1t, CALCULATIONS STRUCTURAL 21175 4 BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT • PLAN CHECKING 1156091st Ave,Tigard,OR CONSTRUCTION INSPECTION REF DATE FS HP288 Helical Repair for SFD 6/13/2017 (Design Input Pier System Designation= HP288 Vertical Load to Pier,PTL= 7.361 kips Minimum Installation Depth,L= 9.00 ft Unbraced Length,l= 1.000 ft Eccentricity,e= 6.000 in Concrete to Steel Coefficient of Friction,µ= 0.45 Friction Factor of Safety,FS= 2.00 Normal Surface Force,F„= 3.680 kips Vertical Component of Tieback,PTB= 0.000 kips Design Load(Vertical+Tieback),PDL= 7.361 kips MomentEccentricity= 44.163 kip-in MomentTieback= 0.000 kip-in MomentF,ieti°n= 0.000 kip-in Design Moment,MomentpierDL= 44.163 kip-in Sleeve Property Input Sleeve Length= 30 in Sleeve OD= 3.500 in Design Wall Thickness= 0.201 in Sleeve Design ID 3.098 A= 2.082 in` I= 2.843 in' S= 1.625 in' Z= 2.189 in r= 1.169 in E= 29000 ksi Fy= 60 ksi (Pier Property Input Plain Pier OD= 2.839 in *Pier properties based on 50 year corrosion loss in Design Wall Thickness= 0.221 in thickness per ICC-ES AC358. Plain Pier Design ID= 2.397 in A= 1.818 i` I= 1.568 in' S= 1.105 In' Z= 1.518 in' r= 0.929 in c= 1.420 in k= 2.100 E= 29000 ksi Fy= 60 ksi (Pier Output(AISC 325-11) Id/r= 27.13 <200-OK F,= 319.70 ksi 4.71*(E/Fy)°''= 103.55 F,= 55.47 ksi Pr,= 100.82 kips Safety Factor for Compression,S2c= 1.67(ASD) Allowable Axial Compressive Strength,P„/D.,= 60.37 kips Actual Axial Compressive Demand,P,= 7.361 kips D/tpier= 12.85 <.45E/Fy-OK Nip= 222.45 kip-in Safety Factor for Flexure,Ob= 1.67(ASD) Allowable Flexural Strength,Mn/Sl,= 133.20 kip-in Actual Flexural Demand,Mr= 44.16 kip-in Combined Axial&Flexural Check= 0.39 OK Page 8 CZ [ lWORK ORDER# PAGE# CALCULATIONS 21175 5 _ PROJECT NAME BY/CHECKED . ..$ STRUCTURAL1+` ' BUILDING DESIGN • FIRE PROTECTION 11560 91st Ave,Tigard,OR / t CODE CONSULTANT • PLAN CHECKING REF DATE �rti` CONSTRUCTION INSPECTION FS HP288 Helical Repair for SFD 6/13/2017 'Helix Properties and Capacity D1= 10.00 in (21= 55 kips Al=p*D12/4= 78.54 in` HP288(Per ICC-ESR-3074) D2= 12.00 in Capacity (22= 55 kips Helix dia.(in) (kips) A2=p*D22/4-p*(Tube OD)2/4= 106.77 in` 8 55.000 D2= in 10 55.000 Q3= 0 kips 12 55.000 A3=p*D32/4-p*(Tube OD)2/4= 0.00 14 55.000 EQ= 110.00 kips 'Soil-Individual Bearing Method-Cohesive or Non-Cohesive Cohesive Non-Cohesive Factor of Safety= 2 Factor of Safety,FS= 2 Blow Count,N= 12 Y= 120 pcf EAh=Al+A2+A3= 1.29 ft2 cp= 32 deg Cohesion,c= 1.750 ksf Depth of Helix,D1= 8.5 ft Ne= 9 Depth of Helix,D2= 5.5 ft Qu=Eah(cNc)= 20.268 kips Depth of Helix,D3= 0 ft Qa,compression/tension=Qu/FS= 10.134 kips q'l=Y*Dl= 1020 psf q'2=Y*D2= 660 psf q'3=Y*D3= 0 psf Ng=1+0.56(12*1p)`°/$4= 20.04 Q1u=A1(q'iNq)= 11.148 kips Q2u=A2(q'2N)= 9.806 kips Q3u=A3(q'3N)= 0.000 kips Qa,compression/tension=EQu/FS= 10.477 kips CONTROLS: COHESIVE ALLOWABLE: 10.134 KIPS OK 'Soil-Torque Correlation Factory of Safety,FS= 2 Design Work Load,DL= 7.361 kips Emperical Torque Correlation Factor,K1= 9 ft-1 Final Installation Torque,T=Qu/K1= 2100 lb-ft Ultimate Pile Capacity,Qu= 18.90 Ups Allowable Pile Capacity,Qa= 9.45 kips OK Page 9 Vt. j WORK ORDER# PAGE# ��`...• -f Jr CALCULATIONS 21175 6 n STRUCTURAL 1 iii BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED CODE CONSULTANT • PLAN CHECKING 11560 91st Ave,Tigard,OR / j( .1:11:11.� CONSTRUCTION INSPECTION REF DATE j\I=:1,A FS HP288 Helical Repair for SFD 6/13/2017 'Estimated Footing/Foundation Wall Properties Foundation Width,b= 6 in Foundation Depth,d= 24 in Cross Sectional Area,A= 144 int Section Modulus,Sx= 576 in' Moment of Inertia,Mx 6912 in4 Assumed Conc,f,= 2000 psi 'Footing/Foundation Wall Loading Dead Load,DL= 3.213 kips Factored Dead Load,DL= 3.856 Ups Floor Live Load,LL= 3.080 kips LRFD Load Factors: Factored Floor Live Load,LL= 3.080 Ups 1.2DL+1.OLL+1.6SLr Snow/Live Roof Load,SLr= 2.450 kips Factored Snow/Live Roof Load,SL,= 3.920 kips Factored Total Load,W = 10.856 Ups Pier Spacing,S= 7.0 ft Ultimate Shear(W/2),V„= 5.43 Ups Ultimate Moment(wS2/8),Mu= 9.50 k-ft !Estimated Footing/Foundation Wall Capacity(ACI 318-11) Conc.Modulus of Rupture,f,= 335 psi Shear Strength,Vc= 12.88 kips Shear Redution Factor,cp= 0.75 Design Shear,cpVu= 9.66 kips OK Cracking Moment,Mn= 16.10 k-ft Flexure Reduction Factor,cp= 0.9 Design Moment,cpMR= 14.49 k-ft OK Page 10 T N ( 58-0" 1- 1.V-0"------1 ED FOUNDATION SUPPORTWORKS W HP288 HELICAL PIER 7'-O"o.c.MAX Q (n U W c, PER 182/S4 • wQN TYPICAL 10 LOC'NS (n 0 rn QO Sp Q L52i( Lu o LJ 0 <7H a N -Z Cal M 0 EXISTING SINGLE-STORY V- w RESIDENCE 0 L 1 10 O O NOTES: 1. ALL PIERS SHALL BE INSTALLED TOA MINIMUM DEPTH OF 8'-0"BELOW GRADE. I AREA OF WORK 2. CIRCLE W/#REPRESENTS LOCATION OF FOUNDATION DIMENSIONING NOTATION SUPPORTWORKS HP288 HELICAL PIER-LOCATIONS TAKES PRIORITY OVER SHOWN ON PLAN ARE APPROXIMATE AND SHALL BE — SCALE. DO NOT SCALE LIMITED BY THE MAXIMUM SPACING SHOWN IN THE DRAWINGS. TABLE BELOW AS WELL AS THE REQUIREMENTS OF REVISIONS: THE PROJECT PLANS AND CALCULATIONS. 3. DIMENSIONS PROVIDED ARE BASED ON TERRAFIRMA PILE TYPE HELIX PLATE SLEEVE MAX PENGO RS-7 PENGO RS-7 MINIMUM MAXIMUM FIELD PERSONNEL OBSERVATIONS-TO BE VERIFIED CONFIGURATION LENGTH LOAD MIN.INSTALL MAX.INSTALL INSTALLATION INSTALLATION MORTIER ANG ENGINEERS PRESSURE PRESSURE TORQUE TORQUE 1355 OAK ST,STE 200 4. UNDERFLOOR FRAMING CONFIGURATION AND EUGENE,OR 97401 ORIENTATION TO BE VERIFIED PHONE: 541-484-9080 5. EXISTING CONCRETE FOOTING AND STEM WALL HELICAL PILE 10-12 48" 7350 LB 700 PSI 2300 PSI 2100 LB-FT 7500 LB-FT FAX: 541-484-6859 (USEABLE)CROSS SECTION MUST BE A MINIMUM OF 6"X30".NOTIFY ENGINEER PRIOR TO PIER DATE:6/13/2017 BY:BS INSTALLATION IF EXISTING FOUNDATION DOES NOT WORK ORDER NO. MEET OR EXCEED THE MINIMUM REQUIREMENTS. 21175 6. CALCULATIONS USED IN LOADING PIER ANALYSIS AND DESIGN CONSIDER THE MOST EXTREMEEXISTING FOUNDATION/FRAMING PLAN W/NEW PIERS SHEET CONFIGURATION TO BE APPLIED TO ALL PIER 1 1 OF LOCATIONS. Scale:1/e"=1'H]" S 1 JI 5 Page 11 N (n eLJ > > 2>2 (n AHP Li (0 co ET Z wm0 1. Q O Nap F z Q ~ zrx ir 0 r .. .. DIMENSIONING NOTATION II TAKES PRIORITY OVER SCALE. DO NOT SCALE DRAWINGS. REVISIONS: MORTIERANG ENGINEERS 1355 OAK ST.STE 200 EUGENE.OR 97401 PHONE, 541-484-9080 NOTES: FAX: 541-484-6859 1) PIER ANALYSIS AND CALCULATIONS ASSUME ROOF O EXISTING ROOF PLAN DATE:6/13/2017 BY:BS FRAMING CONFIGURATION SHOWN IN BUILDING Z Style:1/8"=1'-0" WORK ORDER NO. SECTION-CONTRACTOR TO NOTIFY ENGINEER IF 'LIFT"IS ACHIEVED PRIOR TO REACHING 21175 INSTALLATION PRESSURE AND/OR SPECIAL LOADING SHEET CONDITIONS REQUIRE A REDUCTION OF THE 2 OF SPECIFIED INSTALLATION PRESSURE/TORQUE. S 2 J 5 Page 12