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Plans ' + I 4 •: 'Yi M`wrx car `:72e':j. STRUCTURAL,LLL r¢ :- J 't: EIVE !J%F STRUCTURAL CALCULATIONS Schultz Residence Underpinning 16 2017 OF 8493 SW Bonaventure Ln CITY TIGARD Tigard, OR 97224 UILDING DIV1SIO J Prepared for TerraFirma Foundation Systems i.e.Engineering Job# S101-418 OFFICE COPY CITY OF TIGARD REVIE D FOR CODE COMPLIANCE Approved: I , u c T uQ OTC: I I �r�D PRO,cF Permit #: Sfiao17"4002 q c��r � �►ty� ®� Address: 80.i 93 Bol,G.v et'►'i"v r r, EC 3626 Suite#: By' i Date: j ) C �OREGON O e(' 21 2N'�y-1 W VPN° EXPIRES: 6.s. • 0.,)Pi Project: Schultz Residence Underpinning Sheet: k Client: Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: STRUCTURAL LLC Subject: Structural Narrative and Design Criteria By: HKB STRUCTURAL NARRATIVE The purpose of the proposed underpinning work is to stabalize two chimneys, one at the northeast side of the building and one at the southwest side of the building,to improve the serviceability of the existing structure. It is notable that this work is voluntary in nature, and is not mandated by building code requirements. The underpinning system consists of Foundation Supportworks model 288 helical piers with FS288BA retrofit foundation brackets. This calculation package demonstates compliance with the referenced building code standards for the completed underpinning system. The Contractor's means and methods of installation are beyond the scope of these calculations. DESIGN CRITERIA Building Codes: 2012 International Building Code Design Loads: Chimney Dead Load 45 psf Governing Load Combinations: D Project: Schultz Residence Underpinning Sheet: 2 s' a,+,,, t .2 Client:Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: STRUCTURAL LLC Subject: Helical Pier Chimney Calculations By: HKB CHIMNEY#1 LOAD CALCULATION Dimensions: (verify all dimensions in Field) Z1= 2.1 ft Z2= 1.6 ft B1= 5 ft Bi B2= 1.6 ft Hi= 7.8 ft T . r. H2= 13.6 ft Z2 { T= 4 in Zi , Chimney Weight Per Area: L_.__0-__._.-.___._.__/.__.__ __.__-0._-_._ P1_` P2 BrickUnit Weight= 45 psf Ai= 111 sq.ft. .. A2= 87 sq.ft. wti= 4984 lb HELICAL PIER PLAN wt2= 3917 lb1 _ ..._.,'SGV.k NR-76 scF-E Total Chimney Weight= 8901 lb Foundation Weight: Fi= 7 ft B2 F2= 3.1 ft F—> d= 10 in 2712.5 lb Total Weight= 11614 lb i H2 Pier Loads And Pressures: #of piers supporting half of chimney= 2 zV Pa per pier= 2903 lb F.S. 2 I Hi Kc 9.0 ft 1(Empirical torque correlation factor) - -- C 3 in2-ft(Gauge pressure to torque conversion factor) V Installation Differential ' - Guage Pressure= d H 215 psi F2 Fi_.... . , Project: Schultz Residence Underpinning Sheet: 3 Client:Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: STRUCTURAL LLC Subject: Helical Pier Chimney Calculations By: HKB CHIMNEY#2 LOAD CALCULATION Dimensions: (verify all dimensions in Field) Z1= 1.9 ft Z2= 1.7 ft Bi= 5 ft 131 ... . B2= 1.6 ft < Hi= 8 ft ..,.. A T v, H2= 20 ft l' ' Z2 T= 4 in Zi Chimney Weight Per Area: --0- Brick Unit Weight= 45 psf P1 P2 Ai= 110 sq.ft. A2= 132 sq.ft. wt.= 4968 lb — HELICAL PIER PLAN 4 wt2= 5940 lb t , Total Chimney Weight= 10908 lb Foundation Weight: Fi= 8.7 ft 132 F2= 2.6 ft . H d= 10 in I = 2827.5 lb Total Weight= 13736 lb H2 Pier Loads And Pressures: #of piers supporting half of chimney.= 2 Pa per pier= 3434 lb - A F.S. 2 ' Hi Kt 9.0 ft4(Empirical torque correlation factor) C 3 in2-ft(Gauge pressure to torque conversion factor) • V Installation Differential • Guage Pressure= > d <---> < 254 psi - - F2 : Fl f ' , Project: Schultz Residence Underpinning Sheet: l ±'" %'" ', :P-I,' Client:Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: EMIESEI Subject: Existing Structure By: HKB CHECK BEARING CAPACITY-CHIMNEY#2-INDIVIDUAL BEARING METHOD Loads: APPUED AD P 3434 Lb O (see previous calculation) Soil Properties: Soil Type Medium Dense Silty Clay 'y 115 pcf c 1500 psf 32 degrees i Helix Properties: Ui 10 in ,: U2 12 in . D3 0in 4 « ( Al 79 in2 ppi f.## }} ._ A2 113 in2 A3 0 int x +ns Individual Bearing Method: Soil type Cohesive Nq 20 bearing tactor to calculate Nc N, 9 Bearing tactor to calculate 02u 0 Uiu 7.4 kips Gt U2u 10.6 kips U3u 0.0 kips SUu 18 kips 1 Di FS 2 Ua 9 kips >P,OK is PRESSURE BULBS Project: Schultz Residence Underpinning Sheet: of �t 4ti Client: Terra Firma Date: 10 3/2017 Job tl: S101-418 Revised: Subject: Existing Structure By: HKB CHECK TORQUE ON SHAFT AND DETERMINE INSTALLATION PRESSURES-CHIMNEY#1: Loads: P 2903 Lb (see previous calculation) Torque Correlation Method: Shaft Type HP288 FS 2 Kt g ft (Empirical torque correlation factor) T 645 ft-Lb Ta 7900 ft-Lb >T,OK Minimum Gauge Pressure: C 3 int-ft(Gauge pressure to torque conversion factor) p 215 psi(Minimum installation torque pressure) Use 1000 psi minimum installation pressure CHECK HELICAL LEAD CAPACITY: P 2903 Lb Pa 65400 Lb DCR 0.04 <1,OK Helical Pile Capacities Summary Detain Maxithorn TOrque Milintere. Maximum Allowable Correlation MetieilTlearle Torgsae CeaYsilkCe - Mechanical Shaft CapacitlesP'r? Factortcf ianstallation Soil cepa cit rn AKiat ° Axial Ke Torque t as T tornpresswo Tension (ft-lbs) (kips), (kips} (kips} }4A150 is e 500 f?5„e' 26:5't Al 26.51'' st ,HP287 0 55, ?<1 1 504e4, rr. etSf;f.fi dill HMS 0 7,N 5 7f.t 34,ttat M)340' SI X3,000 1 91-0 R 7r' Fic$,'a, P3'S}t '�4 0th ._ 1°2,a t fi'#°` 62 scar rf;;.C'Ocusrmesby-ht=':aliteei'hetersett,-,`tyr: isteieOW OJAI5G3tneri'FrtHA41Te Grans a teto,claubla shear, 1a}-Guvarnetr 04 bemire at fhe ten lamas. eel-Caper40A arra a l2• 4o4,,t44,4 1444 i'»tom:also/treat an in cestrision for taack,limbered atrial. scttediettaf;tacitness itimeas ate tar a period a SO gran arid are it aerama sac wee 5 E 5 ACialie ta,i i eitereakia oberetrcccmmrn capacities are beers=el ens letee is bras Ser,r'xxh'xataer-4 41,,vc is well SPe blew axya ie ass, F1104411teaphalitte antwaen4€sleds sae by fafavadd is Weaker ar Mara stele',afmael Sc 0.400,7404 Cr a toss ty+case tarts by the lisp arigisrear, r;ti i Latae rnnt,n antcai ea41:440u5 are frx 1110 Shatl Shy, °ySitert C.alit i Sitteitil thts t as awasetiet the,-:ret ati°4ttc (100111101W1 0,30444?7,c66aao Wed 90 ilia lesitheresie CaSeirat catetaoty pec. (et-Lialets earautl K,Pactx ma-Meet,/Ssseaiat arailuery slant is. They arc generally erally-*seems eet=vs gill are cxc!r 5f d ,,,,tri thrgac hand n ICC E..3 AC takt Seeieetacilin K,larisaie iailie the iiiiiSees tee tre rr wise,eitieteal with$asp-secede iced'teetss e. s,ft-tldl seattelitair4,Mee are 041441,04,400,34 0,34 01 0s04108 ittmaxalailies itheie eitestabla iii cm/park'sales 4.41/theasead be s adva,/the attire` c‘area try lira vpan es satr lanai at safety ts'C$S) F tS is moat c -rs=aafy laksrt pa.10,afithruph e lees.,as'tamer re-,ii-7 may:se eh-esters,/th tie ease of ere*05ISa4 r,;lw to*Sac at as dkt4s41 t:,*heel.easlsa r44t4r4414,44. slit Seelaita Meat t; may an cr r'ierrad tel aerr}xs taheis ap4pyti.erenss rt K i lar-it Mai-tees Sete ciete tee tir*ap 5,44144, dtia`ana:.:;s tF IS ads atst SPT we WW1 410, Baer ir aleva tr>:jlter strength sca rolaccrra cuckareq a^raltare ahc.,d as Tara acted,area;site emcee's-da elisersrrsxr ale hatierttial at,.xstytritege erstateia aly rme siei,case Project: Schultz Residence Underpinning r Sheet: 1I 4 ' ' ` ;'-',,1 Client:Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: STRUCTURAL LLC Subject: Existing Structure By: HKB CHECK TORQUE ON SHAFT AND DETERMINE INSTALLATION PRESSURES CHIMNEY#2: Loads: P 3434 Lb (see previous calculation) Torque Correlation Method: Shaft Type HP288 FS 2 Kt g ff1(Empirical torque correlation factor) T 763 ft-Lb Ta 7900 ft-Lb >T,OK Minimum Gauge Pressure: C 3 int-ft(Gauge pressure to torque conversion factor) p 254 psi(Minimum installation torque pressure) Use 1000 psi minimum installation pressure CHECK HELICAL LEAD CAPACITY: P 3434 Lb Pa 65400 Lb DCR 0.05 <1,OK Helical Pile Capacities Summary Ietaut Tomo* allitaata Maximum Allowable Correlations Maximum Toraist Cart/004W Mechanical Shaft apar itiest Fan* iiistaltatien Sell cisPerAlP;rt Axial i Axial Ke Torque Q„=ki x T Cionlemeskim Tension XI i .1 ) (kms) (kips) (kips) HMSO 10 8,500 awn ' 26.0"r' ? 26,5''' .I4A17'S 1 .,. I0.0 J° 1 10017''' .., 56.,.': 6.1„s HP2.87 9 5. 50.4 40 are' a ra CO RPM e 7,90fi 71.1 .#w: scion _..W 14P34,17 13,0 ( 91 ,0 r. 7'° , solen IPIP350 7 .,a 07.1 112,0 for dto rel..arsrarttal c}A s.r crieewe ac+:404444 rr'n e: 'ti'#”;t^4%t SE j er WA'iF.441151 Gracia 11 tort traoJeits shear, (r)-Sweet-ea by beernt*aYtee cot hires. 0),C'Yaptrews rert#e;?rt a ad,aaatad loos ar+ ;i'x4ne zs sew to ono-man for Mack,unmated sin f. Sonoccoec tri onnera gorses are for a pentad cl 60 p'ears area are m accaareenc a nee,s r_ES sc35&, alt d'dkr0aat ctrragrcrseme capacities arca Steteg ts*t eafeker0,4,Wskrh f SOCco 4wWriterfl 1r rr4.xfs with 5t7 blow+. els ;}d_ Prkta,en tkiiMad 4ehsai43d 1.0117114,of atea tlave1 iv imeci at cat Arne MI5 elratl 4e won.r SO a tasty toy ease Seats by the pia o engineer. Or L1uce ineretaniceiceparetice cry z n the seen ince Swam caloe;atias eenttitt afttif S''x wowed the ee^ "we et ie"' morecot i rataacly or 4Pma§teleC'ie re re docs tys taker cepraty taus,:.. zt -Lia€ooc tatdH,It Newt e/eicide$a'a iasismousey Viace . they MU goirearely.xvr arrrievcars;tassrsarrsusiss lt wr,4a Lhcea rte at ICC50,.ttt.nras y;a„spall rr x„twat%,ire be t^iettiaeetaradten a.oss+r%ioslect teSs set. :a logiki;eine id, 171-ejrei reciaceee IOW age iiiWente noir**47,1tctt etttyot ft4sataafaliess teniaeMswaatlaerr cawatet.Y yaiuee are r ,..arced L=it UhroirV ane.Aljrryte 44,34144444 try bee acRoncencr.e nectar at salary t'OtISt, 1'CC is meet zct txonty taken:as 70 at#tu tai:f a high0-rd,tzwrcr r-01;,may ha suv.arasrnti a,Th ^00r.04.c,Cr rfl-ex.03,-0 4#*OeSOj.e,of Ca 044ssg004 c tx,*cat....Air r3eniw"rtef!$y.. ttSt uta to stat pros meq racrr,rassretd ten r4ftfr PR444:41 appisc,,lveet Si iOlra r ittOt{fir Sr iea;t wtraru),4. ga?' abox.a.a g.in oett4a.teas'..PT been(ewer e 10_Even:n^these tenet e-strengthscut cy.-aitu.-rs.Saucier;accretes ainowo as corera}ersS,ranirg ince a-xaert't,eu.yerrix turksx all romsnlat ancsonrgrAvg.creaa155`sa t Oe rattsF;#t e Project: Schultz Residence Underpinning Sheet: y ''a P, Client: Terrafirma Foundation Systems Date: 10/13/2017 Job#: S101-418 Revised: STrUCTURAL,LLC Subject: Helical Pier Bracket Design By: HKB CHECK FOUNDATION BRACKET 1)Check Grade B7 Threaded Rod: a= 3/4 in e- -44-" 1111161111111 Fy= 125 ksi A n= 10 thread/in MI At= 0.334 in2 IIIIIIIIIIra Ta= 41.8 kip , * O f_.. t= 2)Check Weld At Stiffiners: ____...4, 5" p 1 FEXX= 70 ksi I .: I,,= 5 in 2 " 4 d mum � tw= 3/16 in ,i Va/f2= 27.8 kip 5" II..ii III al u mu VP 3)Check Weld At Verticle Plate: 0 ip R=6.5/5`P= 0.77 R t i 5` FExx= 70 ksi Iw= 5 in A 39 0.0. tw= 3/16 in � Vn/D= 27.8 kip Pmax= 21.4 kip .... 5" 0 0 4)Check Plate Shear and Bending: M= 1.5 P V= P t= 0.375 " / Fy= 36 ksi Va= 48.5 kip Ma= 50.5 kip / N\ Setting Unity Equation Equal to 1: 1.5P/50.5+(p/48.5)^2=1 Z„ i- Pmax= 25 kips �2 / / >2 5)Check Cap Plate: Capacity to Demand Check: t= 1 in Fy= 36 ksi Capacity, Pmax= 21.4 kip b= 5 in Demand, P= 3.4 kip (see previous calculation) M=P/2`1.5" 0.75 P DCR= 0.16 <1,therefore O.K. Ma= 27 kip Pmax= 36 kip Project: Schultz Residence Underpinning Sheet: r. , ' Client:Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: Subject: 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 as the coupled passive resistance at the interior of the existing footing and at the pier immediately below the sleeve tube. This simplified structural model assumes that there is no passive IJI resistance at the sleeve tube,that the passive soil resistance at the pier below the sleeve tube occurs over a two foot length,and that there is a pin in the pier below the passive resistance block. T Loads: i_ PD 3434 Lbw+w p , Bearing Area, PL 0 Lb4, # Areq Ps OLb I i )I a f : --6. AA 4A® )-at tr Iii Inputs: Irk- -,..,...2.75 in (Int �, :— ,, . R.. b 10 in (bracket width) fr be, 6 ft (Effective footing length,passive) c 1 $ i 4 . c 18 in 11 ) V e., I— q1 . d 30 in �pl�-,�� ' h 42 in Il— e D 3.5 in 'I) t ;,,;i1: I ,—I Wil' j 24 in ll ht Ljj , k ' d f'c 2500 psi ; q 300 pcf (prescriptive passive pressure w/ l increase per IBC section 1804.3.1) Check Concrete Bearing: P 4121 Lb 1.4Dq2 ; I�. phiPn 1381 psi Di Area 2.98 in2 f 0.30 in «seat length,therefore OK 1 R V M ! Eccentric Moment: e 2.90 in (f/2+a) q3 Pservice 3434 Lb D M 830 ft-Lb Project: Schultz Residence Underpinning Sheet: , .p, , , ; Client:Terra Firma Date: 10/13/2017 Job#: S101-418 Revised: Subject: Sleeve and Pier Design By: HKB CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING Loads: P 3434 Lb (see previous calculation) M 830 ft-Lb (see previous calculation) Sleeve Properties: OD 3.5 in ID 3.068 in t 0.216 in t' Ilk Design t 0.201 in 7%thickness loss for corrosion I Design OD 3.470 ksi ( il p Bearing Area, F 50 ksi Hli ' Areq S 1.59 in3 It g a �1• f i �I' Pier Properties: OD 2.820 inc k R ID 2.548 in VR),� — t 0.136 in (" Design t 0.126 in 7%thickness loss for corrosion ) ) )ifT ' "I(- NIL q Design OD 2.801 ksi Ij� M F3 50 e r 0.95 in 1 A 1.06 in' d 5 0.68 in3 R h Combined Axial and Flexure on Pier Below Sleeve: 1-,,p1ef 36 in K 2 Kl/r 76 8, D Fa 19.6 ksi (Table 4-22 AISC 13th Ed.) V Pa 21 kips > Pr/Pc 0.16<1,therefore O.K. "�j V .44j Flexure on Sleeve at Bracket: M 830 ft-lb Ma 3978 ft-Lb M/Ma 0.21<1,therefore O.K. GENERAL NOTES : THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS. THE CONTRACTOR BEARS THE RESPONSIBILITY OF IMPLEMENTING THESE REQUIREMENTS INTO THE FINISHED WORK. TEMPORARY CONDITIONS: THE PIER SYSTEMS AND EXISTING FOUNDATION ARE DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR BEARS ALL RESPONSIBILITY FOR MEANS AND METHODS OF PIER INSTALLATION AND ASSOCIATED MOVEMENT OF THE EXISTING STRUCTURE. DESIGN CRITERIA: THE PIER SYSTEM IS DESIGNED TO IMPROVE THE SERVICEABILITY OF THE EXISTING STRUCTURE, AND IS VOLUNTARY. THE DESIGN WAS BASED ON THE CRITERIA OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE AND 2012 INTERNATIONAL BUILDING CODE. INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH ICC-ES EVALUATION REPORT ESR 3074. THE FOLLOWING LOADS WERE USED FOR DESIGN: CONCRETE UNIT WEIGHT 150 PCF CR;UCTUR41 BRICK WEIGHT 45 PSF ED�s��� PROF-6-- ° HELICAL PIER MATERIALS: � Er 3626 BRACKET PLATES ASTM A36 PIER TUBES ASTM A500 GRADE B OR C •i OREGON EXTERNAL SLEEVE ASTM A500 GRADE B OR C -13 'Po 40\9 �4, PIER CAP ASTM A529 GRADE 50 . 2t ALL-THREAD ROD ASTM A193 GRADE B7 4'QT vFkN STEEL ANGLE SHAPES ASTM A36 SHAFT COUPLER ASTM 513 TYPE 5 EXPIRES: . o SHAFT COUPLING HARDWARE GRADE 8 BOLTS WITH NUTS HELIX PLATES (ROUND SHAFT) ASTM A572 GRADE 50 WELDING SHALL CONFORM TO AWS D.1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. COMPONENTS OF THE PIERING SYSTEM ARE FABRICATED BY BEHLEN MANUFACTURING COMPANY, AN ISO 9001 CERTIFIED FABRICATOR. THE HELICAL PIER DESIGN INCLUDES A SCHEDULED LOSS IN STEEL THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. HELICAL PIER INSTALLATION: THE HELICAL PIER SYSTEM SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS. MINIMUM INSTALLATION TORQUE IS DETERMINED AS FOLLOWS: HELICAL INSTALLATION TORQUE EQUALS ALLOWABLE LOAD x 2/Kt. Kt IS THE EMPIRICAL TORQUE CORRELATION FACTOR PER AC358. FOR THE 2$" DIAMETER HELICAL SHAFT, Kt = 9 ft-1. MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE IS DETERMINED AS FOLLOWS: DIFFERENTIAL GAUGE PRESSURE (PSI) = INSTALLATION TORQUE (FT-LB) /3. THE TORQUE DRIVE HEAD IS THE PENGO RS-7. INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH ICC-ES EVALUATION REPORT ESR 3074. • 6975 SW SANDBURG ST, TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO. SUITE 160 10/13/17 S101-418 TIGARD,OR 97223 SCHULTZ RESIDENCE PM: SHEET: e . PHONE(971)371-1958 8493 SW BONAVENTURE LN RWV vandyk ieegineering.com S 1 .0 STRUCTURAL LLC. iemailgeengingineering.com TIGARD, OR 97224 DWG G: GENERAL NOTES CONTINUED : S�R�CT� 4 PROie-S tee, \.\G . �� HELICAL PIER INSTALLATION CONTINUED: 3626 HELICAL PIERS ARE TO BE SPLICED WITH (2)4" DIAMETER GRADE 8 BOLTS. OREGON • MINIMUM INSTALLATION DEPTH IS 8'-0"± UNO.CONSULT ENGINEER OF RECORD IF FIELD CONI ",•) - RT W. I ' WHERE EXISTING STEM WALL AND FOUNDATIONS ARE DAMAGED DURING HELICAL PIER IN - gum"' INSTALLER SHALL CONSULT THE ENGINEER OF RECORD. GRES: a -/10 INSPECTION &TESTING: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2012 IBC SECTION 1810.4.12. IN LIEU OF CONTINUOUS INSPECTION, PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION. FOR PERIODIC INSPECTION, THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF ALL PIERS. THE SPECIAL INSPECTOR WILL RECORD THE PROJECT LOCATION, DATE, PERMIT NUMBER, PIER LOCATIONS, PART DESCRIPTION, PIER DEPTH AND INSTALLATION PRESSURE. LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON 20 PERCENT OF PIERS BUT NOT LESS THEN (2) TOTAL PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE ALIGNMENT LOAD SHALL BE NO MORE THAN 10%OF THE ALLOWABLE LOAD (AL). INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION ALIGNMENT LOAD (.10 DL MAX) 0 MIN. 0.25 AL UNTIL STABLE 0.50 AL UNTIL STABLE 0.75 AL UNTIL STABLE 1.00 AL UNTIL STABLE 1.50 AL UNTIL STABLE 1.25 AL UNTIL STABLE 1.75 AL UNTIL STABLE 2.00 AL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES 1.75 AL UNTIL STABLE 1.50 AL UNTIL STABLE 1.25 AL UNTIL STABLE 1.00 AL UNTIL STABLE 0.75 AL UNTIL STABLE 0.50 AL UNTIL STABLE 0.25 AL UNTIL STABLE LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50 AND 60 MINUTES. THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. HELICAL PIER TEST PRESSURE (PSI): [ALLOWABLE LOAD] x 2/9.2 SQ. IN. • 6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO. • eSUITE 160 10/13/17 S101-418 TIGARD,0R97223 SCHULTZ RESIDENCE PM: SHEET: . PHONE(971)371-1956 8493 SW BONAVENTURE LN RWV vandyke@ieengineering.com S 1 • 1 STRUCTURAL LLC. iemail@ieengineering.com TIGARD, OR 97224 DWG: HKB 112' i 7 i I 138' / i _ v� / i , I CHIMNEY#1 (S2.1) CHIMNEY#2 (S2.2) � / SCOPE OF WORK SCOPE OF WORK 100' g U C T U ii),14 ����O PR®,c�s Ncp 0 (e..�y it • • .•- OREGON PROPERTY LINE � tV �®y EMPIRES. •• o L4 ►f3 n29' El) SITE PLAN SW BONAVENTURE LN SCALE: 1/16" = P-0" • 6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO. SUITE 180 10/13/17 S101-418 1,0 TIGARD,OR 97223 SCHULTZ RESIDENCE PM: SHEET: Q/ PHONE(971)371-1958 8493 SW BONAVENTURE LN RWV vandyke@ieeneeringing.com S2. 0 STRUCTURAL LLC. iemail@ieengineering.com TIGARD, OR 97224 DWG: . CHIMNEY PLAN NOTES: 1) %/ INDICATES EXISTING CHIMNEY. 2) V===1A. INDICATES EXISTING STEMWALL ON STRIP FOOTING. 3) © INDICATES FOUNDATION SUPPORTWORKS FS288 HELICAL PIER: -PA = 3000 LB -MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE =1000 PSI -MINIMUM DEPTH = 8'-0" 4) OVERALL CHIMNEY HEIGHT = 22'-3", VERIFY IN FIELD. 5) FIELD VERIFY EXISTING DIMENSIONS. " iCT(/R� 'OO PRO,* L—w`��!�FGUN IL., �® ®@c� 21,24�� "�k0 ;. r sme ,,,,,, -,,, ._ ._.. O €�lPIRES: 5 0 � HIP EXISTING FOOTING AS REQUIRED TO MOUNT BRACKET SNUG TO EXTERIOR FACE OF CHIMNEY I11-0" PI2'-1" n1CHIMNEY #1 FOUNDATION PLAN SCALE: N.T.S 6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO. SUITE 160 10/13/17 S101-418 TIGARD,0R97223 SCHULTZ RESIDENCE PM: SHEET: i . e PHONE(971)371-1958 8493 SW BONAVENTURE LN RVVV vandyke@ieengineering.com G: S2. 1 STRUCTURAL LLC. iemail@ieengineering.com TIGARD, OR 97224 DWG: ,CHIMN,EY PLAN NOTES: 1) %J INDICATES EXISTING CHIMNEY. 2) INDICATES EXISTING STEMWALL ON STRIP FOOTING. 3) © INDICATES FOUNDATION SUPPORTWORKS FS288 HELICAL PIER: -PA = 3500 LB -MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE =1000 PSI -MINIMUM DEPTH = 8'-0" 4) OVERALL CHIMNEY HEIGHT = 28'-10",VERIFY IN FIELD. 5) FIELD VERIFY EXISTING DIMENSIONS. I c,RuCTUpf4�, mar . 1' 0" (<;k4' F,Q per, CHIP EXISTING FOOTIN AS REQUIRED TO MOUNT 5 0woo" OREGON BRACKET SNUG TO EXTERIOR �® 64'c. 27 �0\� ' ' ' FACE OF CHIMNEY 'kRT tNe V��cy AhA _ 1 o EXPIRES: •3�-Zo/ I 0 1'-11 II Ei CHIMNEY #2 FOUNDATION PLAN SCALE: N.T.S • 6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO. SUITE 160 10/13/17 S101-418 TIGARD,0R97223 SCHULTZ RESIDENCE PM: SHEET: . e . PHONE(971)371-1958 8493 SW BONAVENTURE LN RWV vandyke@ieengineering.com S2 .2 STRUCTURAL LLC. iemail@ieengineering.com TIGARD, OR 97224 DWG: HKB