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18-101703 e t Building - SingleFamily City of Federal Way Permit #:18-101703-00-SF Community Development Dept. 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax(253)835-2609 Project Name: VANDUYN Project Address: 34039 22ND PL SW Parcel Number:330630 0170 Project Description: REP-Installation of foundation support w/helical piers. Owner Applicant Contractor Lender WESLEY A VANDUYN TERRAFIRMA FOUNDATION RPR TERRAFIRMA FOUNDATION RPR OWNER IS LENDER 34039 22ND PL SW INC INC FEDERAL WAY,WA 98023 1952 SW 172ND ST 1952 SW 172ND ST BURIEN WA 98166 BURIEN WA 98166 Census Category:434-Residential alt/add-no change in 1 '1 I of nits Includes: #1 #2 )rjrgit4 #4 Occupancy Class: ‘41114 Construction Type: Occupancy Load: �� Floor Area(sq.ft.) I.ir AAdd' 'o ormation Mechanical to be Included? No Is this ine or O.T.C.applications No Plumbing to be Included9No yr _Amp t Total Valuation:8,508.451 g\IYP ' I E S Sunday,28 October,2018 Pe ed on Tuesday,May 1,2018 I her rll ARa the ,ove info ak is correct and that the construction on the above described property an o upa - used be in accordance with the laws, rules and regulations of the State of � f W shi and�lte � � =ederal Way. Owner or agent: f 111 V Daten I 9(?_) THIS CARD IS TO REMAIN ON-SITE her cof *i11 Federal Way Construction Inspection Record y INSPECTION REQUESTS:(253)835-3050 PERMIT#: 18 101703 00 Address: 34039 22ND PL SW Project: FRANCESCA VANDUYN FEDERAL WAY WA 98023-7703 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. El SWM Precon Site Mtg(4400) 0 Initial Erosion Control(4365) I Footings/Setback(4110) Approved To be done PRIOR to breaking ground Approved to place concrete By Date By Date By ,_ Date . d 0 Underfloor Framing(4285) ® Floor Sheathing(4105) i © Shear Walls(4245) Approved to sheath floor Approved to install flooring Approved to install siding By Date By Date By Date El Roof Sheathing(4220) ® Fire/Draft Stops(4095) 0 Interim Erosion Control(4370) Approved to install roofing Approved Approved By Date By Date By. Date Prior to scheduling a Framing iepecuo.; ® Framing(4120)[ MInsulation(4150) Electrical,Plubiag&Meehan al Rongb-in and Fire/Draft Stop inspections mind be Approved to insulate Approved to install wallboard off and approved. IBC 101.3 4 , Date By Date 0 Gypsum Wallboard Nailing(4130) M Final Erosion Control(4375) M Final-Building(4050) Approved to install mud&tape Approved Approved By Date By Date By Date 0 Rough Electrical E .Final Electrical ._ 0 Right of Way Approved Approved Approved y By Date , By Date Date ([kr, 4. • SFA Design Group , LLC STRUCTURAL I CIVIL I GEOTECHNICAL I LAND USE PLANNING 9020 SW Washington Square Drive,Suite 505,Portland,Oregon 97223 Sf� 1813 Rutan Drive,Suite C,Livermore,California 94551 1912 S 146th Street,Seattle,Washington 98168 p: 503-641-8311 www.sfadg.com STRUCTURAL CALCULATIONS VanDuyn Residence Underpinning 34029 22nd Place SE, Federal Way, WA 98023 TerraFirma Foundation Systems s. 'el, jir oram 411P **1' 407 40 �'vv ".�ht STFRFv w `'/0NAL EAG EXPIRES: 12/24/18 J LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME.NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No.TF18-043 April 17,2018 • Rill SFA Design Group, LLC STRUCTURAL i CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Helical Pier Design Requirements MVT !Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story residence located in Federal Way,WA as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations.The bottom and back portion of the bracket is securely seated against the existing concrete footing. Pier sections are continuously hydraulically torqued into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation.Once all piers are installed,they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap.The piers are required to resist vertical loading from the roof framing,wall framing,floor framing,concrete slab on grade,concrete stemwall, and concrete footing. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. Per the following calculation,lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher,thus 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 licensed design professional. Deep foundation guidelines,load combinations,special inspection and testing requirements per IBC 2015 have been included.Axial and bending capacities of the external sleeve,analysis of the retrofit foundation bracket,design reductions,and corrosion considerations have been incorporated in all required calculations per AISC 360-10.Concrete foundation span capacities have been analyzed per AC1318-14. Bracket fabrication welding has been performed by Behlen Mfg Co.conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. IGeneral Building Department City of Federal Way Building Code Conformance(Meets Or Exceeds Requirements) 2015 International Building Code(IBC) 2015 International Residential Code(IRC) (Dead Loads Roof Dead Load 15.0 psf Floor Dead Load 12.0 psf Wall Dead Load 10.0 psf Concrete 150.0 pcf }Live Loads Roof Snow Load 25.0 psf Floor Live Load(Residential) 40.0 psf 5FA Design Group, LLL 1111 STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Design Loads MVT LWorst Case Vertical Design Loads(Gridline 3) Tributary Width To Anchor= =7.00 ft RoofDL= (15 psf) (14.50 ft) =218 plf Dead Load 4.253 kips RoofSL= (25 psf) (14.50 ft) =363 plf Floor Live Load 1.750 kips 1stFlooroL= (12 psf) (6.25 ft) =75 plf Roof Snow Load 2.538 kips 1 stFloorLL= (40 psf) (6.25 ft) =250 plf Controlling ASD Load Combination: WalloL = (10 psf) (9.00 ft) =90 plf D+0.75L+0.75S StemwalloL= (150 pcf) (6.00 in) (24.00 in) = 150 plf FootingoL= (150 pcf) (6.00 in) (12.00 in) =75 plf Max Vertical Load to Worst Case Pier 7.468 kips (Pier Layout(See S2.1 for Enlarged Plan) ® I® CC) T 1111) ..7 r -1;I 1 0 - 1 ir -, (E) CRAWL I •.-.II i" SPACE :' :11 (E) CONC SLAB I II o ON GRADE . p h f i ,_ 4 I ® 4\ - 3 1 -,,, 7'-0,. 3.-0: L I IJ SFA Design Group. LLC sfa STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Foundation Supportworks HP288 Helical Pier System MVT PF./PIER/ I Design Input REACTION Pier System Designation= HP288 PIER CAP WITH Vertical Load to Pier,PTL= 7.468 kips THREADED RODS (E) STEMWALL Minimum Installation Depth,L= 10.000 ft ANO FOOTING I II Unbraced Length, I= 1.000 ft PIER Eccentricity,e= 4.250 in (E) GRADE Friction Factor of Safety, FS= 2 EXTERNAL SLEEVE—,� Normal Surface Force, Fn= 3.734 kips Vertical Component of Tieback,PTB= 0.000 kips BRACKET P« Design Load(Vertical+Tieback), PDL= 7.468 kips EXCAVATION +Momenteccentricity= 31.740 kip-in MomentTeback= 0.000 kip-in e -MomentFrcton= 0.000 kip-in Design Moment, MomentPierDL= 31.740 kip-in I Sleeve Property Input Sleeve Length= 30.000 in W , .-. Design Sleeve OD= 3.434 in w �I , , EXTERNAL Design Wall Thickness= 0.183 in '' SLEEVE r= 1.151 in �o Note: Sleeve reduces bending stress on main 3 c' PIER A= 1.871 in2 pier from eccentricty S= 1.444 in3 HELIX BLADE (D3) Z= 1.938 in3 l_':-i i♦ = 2.480 in° .t.tt E= 29000 ksi Fy= 50 ksi Pier Property input Design Tube OD= 2.801 in , HELix BLADE (D2) Design Wall Thickness= 0.239 in I t. k= 2.10 r= 0.910 in A= 1.923 inz ��_ Note: Design thickness of pier and sleeve basedc= 1,400 in HELIX BLADE (Dl) on 93%of nominal thickness per A/SC and the ICC-ES AC358 based on a corrosion loss rate of = 1.137 in3 50 years for zinc-coated steel Z= 1.573 in3 I= 1.592 in4 Note:Section above is a general representation of piering system, E= 29000 ksi refer to plan for layout and project specific details. Fy= 50 ksi LPIer Output Per MSC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force kl/r= 27.70 OK,<200 §E2 Note: Flexural design capacity based Fe= 372.870 ksi §(E3-4) on combined plastic section modu/ous 4.71*(E/Fy)5= 113.43 §E3 of pier and sleeve Fcr= 47.271 ksi §(E3-2&E3-3) P.= 90.9 kips §(E3-1) Safety Factor for Compression,Q,= 1.67 Allowable Axial Compressive Strength,Pn/Qc= 54.4 kips §E1 Actual Axial Compressive Demand,Pr= 7.468 kips D/tpier= 11.7 OK,<.45E/Fy §F8 Mp= 175.6 kip-in §(F8-1) Safety Factor for Flexure,Ob= 1.67 Allowable Flexural Strength,Mn/Ob= 105.1 kip-in §F1 Actual Flexural Demand,Mr= 31.7 kip-in Combined Axial&Flexure Check= 0.37 OK §(H1-la& 1b) • • !Helix Properties and Capacity Fyn= 50 ksi Fbh=0.75*Fyn= 37.500 ksi Di = 10 in Al =p*Di2/4= 78.5 int ti = 0.375 in Si =1*tie/6= 0.023 in3 Qi =Ai*wi = 38.4 kips Wi = 0.488 ksi D2= 12 in A2=p*D22/4-p*(Tube OD)2/4= 106.9 in2 t2= 0.375 in S2=1*t22/6= 0.023 in3 02=A2*W2= 40.9 kips W2= 0.382 ksi D3= 0 in A3=p*D32/4-p*(Tube OD)2/4= 0.0 in2 t3= 0.000 in S3=1*t32/6= 0.000 in3 Q3=A3*W3= 0.0 kips W3= 0.000 ksi IQ= 79.2 kips OK I Helix Weld to Pier Capacity E70 Electrodes= 70 ksi Size of Fillet Both Sides= 0.250 in Capacity of Fillet Both Sides= 7.424 kli Ri = 1.758 kli Weld OK R2= 1.758 kli Weld OK R3= 0.000 kli Soil-Individual Searing Method-Cohesive Factor of Safety= 2.0 Blow Count,N= 12 EAh=Ai+A2+A3= 1.3 ft2 Cohesion,c= 1.500 ksf N�= 9 au=ZA,(cNc)= 17.388 kips Qa,compression/tension=Qu/FS= 8.694 kips OK Soil-individual Bearing Method-Non-Cohesive Factor of Safety,FS= 2.0 y= 110pcf 0= 29° Depth of Helix, Di = 9.500 ft Depth of Helix, D2= 7.000 ft Depth of Helix, D3= 0.000 ft q'i =y*Di = 1045.0 psf q'2=y*D2= 770.0 psf q'3=y*D3= 0.0 psf Nq=1+0.56(12*0)"4= 13.98 (for 0=29°) Qi,=Ai(q'i Nq)= 7.965 kips Q2,=A2(q'2Nq)= 7.991 kips Q32=A3(q'3Nq)= 0.000 kips Oa,compression/tension=IQu/FS= 7.978 kips OK Non-Cohesive Controls Soil-Torque Correlation Method-Verification Factor of Safety,FS= 2.0 Design Work Load, DL= 7.468 kips Emperical Torque Correleation Factor, Kt= 9 ft-' Final Installation Torque,T= 3000 lb-ft Ultimate Pile Capacity,Qu= 27.000 kips Allowable Pile Capacity,Qa= 13.500 kips OK Results Max Load To Pier=Design Load=7468 lb 2.875"Diameter Pipe Pier with 0.276"Thick Wall 3.5"Diameterx30"Min Long Pipe Sleeve With 0.216"Thick Wall 0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side of Helix to Pier Minimum 10'-0"Installation Depth And Minimum 3000 lb-ft Installation Torque • C SFA Design Group. LLE PROJECT NO. SHEET NO. %1 d STRUCTURAL I CIVIL I LAND USE PLANNING TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Foundation Supportworks FS288BL Bracket MVT Capacity of 3/4"'0 GRB7;(125ks1)Threaded Rod Ti = 11 D= 0.750 in Ft= 125 ksi At= 0.344 int e = 41/4" Capacity= 42.950 kips _ I Block Shear at% Plate CD and ;® to 0 P TBS= 0.3(58)(%)(11)+0.5(58)(3/8)(2) _ = 93.525 kips R I Capacity of Weld . .'4 - ,y2" E70 Electrodes= 70 ksi Size of Fillet= 0.188 in 3/e" RATE®t y 34" R.AfE 0 Length of Weld= 11.000 in Capacity of Per Inch of Fillet= 2.784 kli I I f f I Capacity of Fillet= 30.627 kips L I Capacity of Plate® 37,6- WELD 0 p Is At= 3.188 int `� r (/////: i Ft= 21.600 ksi T= 68.850 kips 3/8" RATE C f r 1 = 0.031 in° - .1j r A= 0.375in2 . • gij' I I r= 0.289 in k= 1.00 L 1= 8.500 in tY2" kl/r= 30.0 6Y2" 6" Fa= 20.350 ksi S= 4.516 in3 Fb= 27.000 ksi RMAX= 15.429 kips ill Limiting System Factor Fv= 14.400 ksi VALLOW= 43.200 kips I Results Capacity of System(2 Sides)=15.43(2)=30.86kips(Bracket Only) • SFA Design Group. LLE III STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF 18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY (E)Concrete Footing/Foundation Wall MVT !Footing/Foundation Wall Section Properties b Foundation Width,b= 6 in Foundation Depth,d= 30 in 1 Cross Sectional Area,A= 180 in2 Section Modulus, Sx= 900 in3 F i Gross Moment of Inertia, Ig= 13500 in4 Assumed Conc,f'c= 2500 psi AS OCCURS(NOT 1Footing/Foundation Wall Loading CONSIDERED FOR , MOMENT CAPACITY) Ill '. Note: Reference design loads page of calculation package e -c) for loading conditions. q. Of !I!//!II 111=11 AL SINCE"MrtriStitegivii 1.11 Footina/Foundation Wall Cross Section Dead Load, D= 0.608 klf Note: Load factors taken from AC1318-14 §5.3.1 Floor Live Load, L= 0.250 klf Roof Snow Load= 0.363 klf Governing Load Combination= 1.2D+ 1.6S+L Wu= 1.559 klf Desired Pier Spacing,So= 7.00 ft Ultimate Shear(WS/2),Vu= 5457 lbs Ultimate Moment(WSA2/8), Mu= 9.55 k-ft 1Footing/ oundation Wall Moment&Shear Capacity Per ACI31814 Conc Modulus of Rupture,fr= 375 psi §19.2.3.1 Cracking Moment, Mcr=S*fr= 28.1 k-ft Flexure Reduction Factor,cti= 0.65 §21.2.2 Design Moment,4Mcr= 18.3 k-ft >9.55 k-ft Span Ok Shear Strength,Vc= 18000 lbs §22.5.5.1 Shear Reduction Factor, ck= 0.75 §21.2.1 Design Shear,0.50c= 6750 lbs >5457 lbs Span Ok Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. SFA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TEl PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Seismic Design Criteria MVT ASCE 7-10 Chapters 11&12 Soil Site Class= D Tab.20.3-1,(Default=D) Response Spectral Acc.(0.2 sec)S,= 129.60%g =1.296g Figs.22-1,22-3,22-5,22-6 Response Spectral Acc.(1.0 sec)Si=50.00%g =0.500g Figs.22-2,22-4,22-5,22-6 Site Coefficient Fa =1.000 Tab. 11.4-1 Site Coefficient F, =1.501 Tab. 11.4-2 Max Considered Earthquake Acc.SMS= Fa.S, =1.296g (11.4-1) Max Considered Earthquake Acc.SMI= F,,.S1 =0.750g (11.4-2) @ 5%Damped Design SDs=2/3(SMs) =0.864g (11.4-3) 5D1=2/3(SM1) =0.500g (11.4-4) Risk Category= II,Standard Tab. 1.5-1 Flexible Diaphragm §12.3.1 Seismic Design Category for 0.1 sec D Tab. 11.6-1 Seismic Design Category for 1.0 sec D Tab. 11.6-2 S1 <0.75g N/A §11.6 Since Ta<.8Ts(see below),SDC= D Exception of§11.6 does not apply §12.8 Equivalent Lateral Force Procedure A.BEARING WALL SYSTEMS Tab. 12.2-1 Seismic Force Resisting System(E-W)15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets A.BEARING WALL SYSTEMS Tab. 12.2-1 Seismic Force Resisting System(N-S)15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets Ct=0.02 x=0.75 Tab. 12.8-2 Structural height ha= 14.0 ft Structural Height Limit=65.0 ft Tab. 12.2-1 Ca= 1.400 for Sroof 0.500g Tab. 12.8-1 Approx Fundamental period,Ta=Ct(hn)" =0.145 (12.8-7) TL= 12 sec Figs.22-12 through 22-16 Calculated T shall not exceed<_CaTa =0.203 Use T=L 0.14 sec 0.8Ts= 0.8(SD1/Sps) =0.463 Exception of§11.6 does not apply Is structure Regular&5 5 stories? Yes §12.8.1.3 Max Ss 5 0.15g E-W N-S Response Modification Coefficient R= 6.5 6.5 Tab. 12.2-1 Over Strength Factor Ste= 2.5 2.5 (foot note g) Importance factor le= 1.00 1.00 Tab. 11.5-1 Seismic Base Shear V= CS W C5 W C,= Snc =0.133 Sns =0.133 (12.8-2) R/le R/le or need not to exceed,C,= Sn, =0.532 Sn, =0.532 For T s TL (12.8-3) (R/le)T (R/le)T or C5= Sn,T, N/A Sn,T, N/A For T>TL (12.8-4) T2(R/le) T2(R/l0) Min C,= 0.5S11e/R N/A 0.5S11e/R N/A For Si>_0.6g(12.8-6) Use C,= 0.133 0.133 Design base shear V o 0.133 W 0.133 W 1111 SFA Design Group,us STRUCTURAL 1 CML I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Wind Design Criteria MVT Wind Analysis for Low-rise Building,Based on ASCE 7-10 INPUT DATA Exposure category(B,Cor D,ASCE 7-10 26.7.3) B Basic wind speed(ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor(ASCE 7-10 26.8&Table 26.8-1) K0 = 1.00 Flat f Building height to eave he = 9 ft Building height to ridge hr = 14 ft . L Building length L = 60 ft l Building width B = 30 ft I 8 f 'Velocity pressure cin=0.00256 Kh Kn Kd V2 = 18.43 psf where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.700 Kd=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85 h=mean roof height = 11.50 ft <60 ft,Satisfactory (ASCE 7-10 26.2.1) 'Design pressures for MWFRS p=q„[(G C,)-(G C9 )] °min= 16 psf for wall area(ASCE 7-10 28.4.4) where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). Pinto= 8 psf for roof area(ASCE 7-10 28.4.4) G C91=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G CP,=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258) = 0.18 or -0.18 a=width of edge strips,Fig 28.4-1.note 9,page 301, MAX]MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 3.00 ft Net Pressures(psf),Load Coes A I Roof angle 0 = 18.43 Roof angle 0 = 18.43 Surface C Net Pressure with Surface Net Pressure with n' G CP, (+GCe,) (-GCe,) (+GCP,) (-GCe,) 1 0.52 12.84 6.20 1 -0.45 -4.98 -11.61 2 -0.69 -9.40 -16.03 2 -0.69 -9.40 -16.03 3 -0.47 -5.32 -11.95 3 -0.37 -3.50 -10.14 4 -0.42 -4.34 -10.97 4 -0.45 -4.98 -11.61 1 E 0.78 17.70 11.06 5 0.40 10.69 4.05 2E -1.07 -16.40 -23.04 6 -0.29 -2.03 -8.66 3E -0.68 -9.28 -15.92 1E -0.48 -5.53 -12.16 4E -0.62 -8.07 € -14.71 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -13.09 4E -0.48 -5.53 -12.16 5E 0.61 14.56 7.93 6E -0.43 -4.61 -11.24 at 2 E S 4 '"44710/0/0" 71111111141W7 4 II% Oil /r r. � ' LE a//e► /1761010E MOO 1. prom 554t10011[Crft7a ..•aro a Load Case A(Transverse) Load Case S(Longitudinal) Basic Load Cassa C 5FA Design Group,ttr PROJECT NO. SHEET NO. sir STRUCTURAL I CIVIL I LAND USE PLANNING TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Existing Lateral Resitance Along Gridline 3 MVT !Footing/Foundation Wall Section Properties b Foundation Width,b= 6 in Foundation Depth,d= 30 in Int Buried Footing Depth,d1= 6 in AS OCCURS(NOT Ext Exposed Footing Depth,dexp= 12 in / Cross Sectional Area,A= 180 in, CONSIDERED FOR Section Modulus,S.= 180 in, MOMENT OR SHEAR CAPACITY Gross Moment of Inertia,Ip= 13500 in // Assumed Cone,fc= 2500 psi I' *4 IFooting/Foundatfon Weil Moment&Sheat'Capacity Per A01318-14 Conc Modulus of Rupture,fr=375 psi §19.2.3.1 Cracking Moment,Mcr=Sir=5.6 k-ft Flexure Reduction Factor,4)=0.65 §21.2.2 Design Moment,4 Mcr=3.7 k-ft Shear Strength,V.=18000 lbs §22.5.5.1 / •A 1 Shear Reduction Factor,cl)=0.75 §21.2.1 Design Shear,0.5oVc=6750 lbs Note:Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. 'Passive Pressure From Perpendicular Return Walls(Along Gridline 3) - -- Effective Friction Angle=29° Passive Coefficient,Kp=tan^2`(45+072) Kp=2.88 �':EA1iNALL Soil Unit Weight y=110 pet >,1 CRADE V Passive Pressure,Pp=Kp`y=317 pcf Ext Buried Soil Depth,d, d-12"-dexp=0.5 ft ? •-1T1I 1 --v1= Int Buried Soil Depth,d;=d1-12"=0.0 ft h A=Pp'(de)=79psf I urTl I, r_ B=Pp`(dJ=0psf PP,t . ' wet=A`de12=40 Of Ai._-_t. =13`d,/2=0 plf — — IFAoting/Foundadon Well Loedina Note:Reference design loads page of calculation Note:Section about Is a general representation of a package for load w concrete footing.Refer to plans for specific details combinations. tit tttt_t t Exterior Length Due to Moment,Le,,,=r'(81*t,IQe„,/(y,"we„)/2=23.07 ft 4Moment Controls Interior Length Due to Moment,L;,,1=ti'(8`e`fr`I9;,x/(yt"we5)/2=0.00 ft Exterior Length Due to Shear,Le,c=0.54)V„/we„=85.17 ft Interior Length Due to Shear,4^I=0.54,V„/w;e,=0.00 ft Rpem=wen'Lea=914 lbs Rpm=w1, L 1=0 lbs Lateral Capacity,Rp=Rpe„+Rept=914 lbs !Stab on Grade Frictional Resistance Slab Along This Line= Yes Coeficient of Soil Friction=0.30 Length of Resisting Line=22 ft Tributary Width of Slab=5 ft Slab Thickness=4 in Concrete Weight=150.0 pcf Soil Friction VRESLST=1650 lbs (Footing Frictional Resistance NOM f didthle 3 Unpiered Portion of Gridline 3=Yes Coeficient of Soil Friction=0.30 Length of Resisting Line=28 ft Dead Load Above=608 plf Soil Friction VRESIST=5103 lbs Total available resistance along Gridline 3=914Ibs+16501bs+51031bs=76671bs SFA Design Group. LLE RBI STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-043 PROJECT DATE VanDuyn Residence Underpinning 4/17/2018 SUBJECT BY Lateral Design Loads Along Gridline 3 MVT (Wind Base Shear Along Gridline 3 Loading Direction: Longitudinal End Zone(5E+6E)= 16.0 psf Zone (5+6)= 16.0 psf Tributary Width= 3.00 ft Tributary Width= 9.50 ft Tributary Height= 9.00 ft Tributary Height= 14.00 ft a= 3.00 ft Design base shear VWIND= 2560 lbs ASD(60%)base shear VWIND= 1536 lbs Seismic Controls X 2 X Y 111411111.1011- Willi 7401 tE womuawa / •, - #i 11111220221101i 2. ....motion= load Case A(Transverse) Load Cass B(LongNudlnal) task Lood Lois, !Seismic Base Shear Along Gridline 3 RoofDL= (15 psf) (14.50 ft) =218 plf Base shear = 0.133 W 1st FloorDL= (12 psf) (12.50 ft) = 150 plf Trib Length= 60 ft WaIIDL = (10 psf) (4.50 ft) =45 plf StemwalloL= (150 pcf) (6.00 in) (24.00 in) = 150 plf FootingDL= (150 pcf) (6.00 in) (12.00 in) =75 plf PerpWallsoL= (10 psf) (4.50 ft) (25.00 ft) = 1125 lb Design base shear VSEISMIC= 5234 lbs ASD(70%)base shear VSEIS= 3664 lbs (Seismic Controls Worst Case Lateral Load Along Gridline 3=3664 lbs Total Available Lateral Resistance Along Gridline 3=7667 lbs No Additional Lateral Resistance Required 1. GENERAL STRUCTURAL NOTES: 8. HELICAL PIER SPLICING: REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS HELICAL LEAD AND EXTENSIONS ARE TO BE MECHANICALLY SPLICED WITH GRADE B ey S �, CI SPECIFIC TO REFERENCED PROJECT. BOLTS WITH NUTS. �, WASH-12r NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. y INSPECTION & TESTING: / CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2015 IBC 40.2. DESIGN CRITERIA: SECTION 1810.4.12. j `� -/'� ..---.„"�"""'"� BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): .o ''r 'G" THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE 407 40 -w 2015 INTERNATIONAL BUILDING CODE (IBC) 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) FOLLOWING: �F s7C.15TF.°' ��� � -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) ONA1. DEAD LOADS: -FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION U) ROOF DEAD LOAD 15 PSF -PILE AND BRACKET CONFIGURATION EXPIRES: 17/24/18 1 2 FLOOR DEAD LOAD # 12 PSF -PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, WALL DEAD LOAD 10 PSF PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) i— 0 CONCRETE 150 PCF -PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED (/) Z LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ANDZ LIVE LOADS: 2015 INTERNATIONAL BUILDING CODE (IBC) 1810.3.3.1.9 ON 20 PERCENT OF PIERS AND WILL BE ROOF SNOW LOAD 25 PSF — SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE Z d N FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE Q CC m AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN 0 Ln CI)3. MATERIALS: ACCORDANCE WITH THE FOLLOWING SCHEDULE. I Z J Q Il BRACKET PLATES - ASTM A36 Q D (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION 0 U 0 } PIER TUBES - ASTM A500 GRADE B OR C AL (.10 DL MAX) 0 MIN. Z Z Z Q (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) 0.25 DL UNTIL STABLE LL N EXTERNAL SLEEVE - ASTM A500 GRADE B OR C 0.50 DL UNTIL STABLE ° a) 1 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) 0.75 DL UNTIL STABLE O W o Ct < PIER CAP - ASTM A529 GRADE 50 1.00 DL UNTIL STABLE Q cc M L (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) 1.25 DL UNTIL STABLE COIL ROD - ASTM A193 GRADE B7 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES M Z W LL (MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI) p STEEL SHAPES - ASTM A36 1.25 DL UNTIL STABLE (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 1.00 DL UNTIL STABLE < > SHAFT COUPLER - ASTM A513 TYPE 5 0.75 DL UNTIL STABLE (MIN YIELD STRESS, Fy = 70 KSI / MIN TENSILE STRESS, Fu = 87 KSI) 0.50 DL UNTIL STABLECC SHAFT COUPLING HARDWARE - GRADE 8 BOLTS WITH NUTS 0.25 DL UNTIL STABLE W HELIX PLATES (ROUND SHAFT) - ASTM A572 GRADE 50i- LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD 4. WELDING NOTES: THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS RE-TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. GENERAL NOTES THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 5 CORROSION PROTECTION* 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. s SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL REVISIONS THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR HELICAL PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2. 50-YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. 6. INSTALLATION: DO NOT PLACE PIERS SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION THIS ZONE W/O DIRECTION PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: • FROM ENGINEER PROJECT NO: HELICAL PIER INSTALLATION TORQUE (FT-LB): DOSNOTE PLACE PIERS 9 ( ) THIS ZONE W 0 DIRECTION % • CONTRACTOR TO NOTIFY DESIGNED BY: [DESIGN WORKING LOAD] X [FS = 2] / [EMPERICAL TORQUE CORRELEATION FACTOR, KT = FROM ENGINEER EOR IF (E) FOUNDATION DRAWN BY: 9 FT`1] / // / CRACK IS PRESENT IN THE TKB MINIMUM INSTALLATION DEPTH IS 10' 0"f UNO. _$ * __I• /f f SPAN BETWEEN FOUNDATION CHECKED BY: JLD CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. , BRACKETS 1)10‘,::%-2018 7. EXISTING UTILITYLINES: /� O COONTRACTORRTOO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING INSTALLATION. NO PIER PLACEMENT ZONE (SHEET No: SCALE:NTS 4C) �4' 1< G A,„ 10 7 4 0 /4,.' '''F4•�/STE�-.�• S`16..NAL C 12/24/18 .4, O © Q (E)FOUNDATION/(N)PIER LAYOUT PLANNOTESF%PIRE:S: Gw Z • 1. REFERENCE S1.1 FOR GENERAL REQUIREMENTS Z d N 0 — 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES Q W S' BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS 0a)PRIOR TO CONSTRUCTION/INSTALLATION OF PIERS TYP Q j a 3. INDICATES (E) CONC STEMWALL ON (E) CONC FOOTING 0 U 0 } (CONTRACTOR TO VERIFY 6"Wx2'-0"DP (E) CONC STEMWALL Z z N a © _ AND 1'-0"Wx6"DP (E) CONC FOOTING MIN TYP (NOTIFY D c' ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) ci 0 co co Q LL W 0 CC 1/54.2 TYP 4. INDICATES (E) CONC TURNDOWN FOOTING (CONTRACTOR TO VERIFY Q M ler ' 12"Wx1'-6"DP (E) CONC TURNDOWN FOOTING MIN TYP (NOTIFY ,'-'' Z W ENGINEER OF RECORD IF FIELD CONDTIONS DIFFER)) CC Q ' CC5. 1X/ SECTION CUT - DETAIL NUMBER/SHEET NUMBER Q j N 0 6. ID INDICATES LOCATION OF FSI 288 HELICAL PIER W/ FSI W • 1 FS288BL FOUNDATION BRACKET PER DETAILS ON S4.1 H © V HELICAL PIER INSTALLATION NOTES' • MAX LOAD TO ANCHOR = 9,306 LBS I.,-7'-0 3'-0 O " • 2.875"0 PIPE PILE W/ 0.276" THICK WALL (E)FOUNDATION/ 4 - • 3.5"0x30" LONG PIPE SLEEVE W/ 0.216' WALL NI PI PRANVOUT • 0.375" THICK 10/12" HELIX W/ 1/4" FILLET WELDS EACH SIDE OF HELIX TO PIER REVISIONS • MINIMUM 10'-0" INSTALLATION DEPTH & 3000 FT-LB INSTALLATION TORQUE 7. PIER SPACING SHALL BE AS INDICATED ON PLAN (7'-0" OC MAX) UNO (E) FOUNDATION/(N) PIER LAYOUT PLAN / 8. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION WCRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS PROJECT NO: SCALE: 1/8"=1'-0" PLAN TF18-043 9. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS DESIGNED BY: ARE (N) UNO Vi DRAWN BY: TK8 CHECKED BY: - JLD DATE: 09-13-2018 SHEET NO: S2.1 1IVIJa N011VaNf1OI (3) Ol 1:13Id 1V0113H (N) ON 133HS S,038 NOI1Y11V1SNI V 1nOAV1 803 NVld 3321 8 KZ-EL-170 air \ S310N ml :AI3 03NO3H0 eNl Wild 83d 3A331S AB NMVUO A903NaIsaa l 3 83Id1VOn3H1S� 2a C40-81..d1 :ON 1331•O8d 0 S SNOISIA3a SlIV130 H31d _, m . NYld 83d Z T 13)IO\188 NOI1VONOOJ M WD (0,038 SV 11\1M1131S I' 33 p m -- /M HSn13 dIHO) r co Q ONI1003 ONOO (3) e N MC > zz Z __ aroz C m O 30 /80 801831NI (3)� wno Z 1lVMW31S ONOO (3) , 2 (n (52Jn000 SV 1311V8Vd)� Z -< ONINV83 80013 (3) (S8nao0 SV 30\180 1X3 Z - 2 (3)) (0,038 SV 1nomv5) 3OV80 NO OV1S ONOO (3) m K1 yLi>i/cL Sialdx3 :A IVN0%5, '.....-..,A,.. .ac-;.A3». __ tit i L.atazttz... „r,a:. ;;;...:)(`;Os31ti j�3o 1. • /' 4y�b ? ONIH1d3HS 80013 (a) mg.fi �, i�o vas Ir `)NIWV83 11VM (3)---"/" C.F.D.J.% .YJt�HSy_o,y5'` ',. RECEIVED ' ' PERMIT APPLICATION CITY OF APR 2 0 2018 PERMIT CENTER+33325 8t"Avenue South+Federal Way,WA 98003-6325 Federal Wa Y clrY�F FEDE 253-835-2607+FAX 253-835-2609+permitcenter(alcityoffederalway.com COMMUNITY DEV LE OPMENT PERMIT NUMBER a g _ l 0 1 0 3 — J F TARGET DATE 5/18) )e SITE ADDRESS SUITE/UNIT# --10331 2.nd 2L sW PROJECT VALVA ON ZONING ASSESSOR'S 3 3TAX/PARCELO # � � � - 01 +0 1 �O $ B50Yd'�IS — — — — TYPE OF PERMIT BUILDING 0 PLUMBING 0 MECHANICAL 0 DEMOLITION 0 ENGINEERING 0 FIRE PREVENTION NAME OF PROJECT \I an Du r Rat. den c e, PROJECT DESCRIPTION Detailed description of work to F Adailm W- w/ CIIC4' p J be included on this permit only NAME ^ ay�,� �( PRIMARY PHONE PROPERTY OWNER . kF`yanc Van - y •o024 MAILING ADDRESS +-ko c1 22hc1 N SVS( N/Pr CITY r.t. � �, W STTA.AVYS•EE, ZIPoicons j� NAME 1 v•wA`i•1 • a► • �S.krn S+ (56%. "1 345. it2�3 MAILING ADDRESS ��,,�y v E-MAIL r ^�h CONTRACTOR IOW a. 1 u�C�+r ►1N ��,(�i t l I am Sl li ct'.1{11+i.�'�5,. CITY WA STATE���((�c��11 •� CTQR'S LICENSE Et EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE# 1 / / U ri ING ADD Udt IIiaYYB Y'�' ,E . 152as APPLICANT WIll S. $AAO ry ,M Vy �?� E-MAIL CITY u �i vNL/l W ZIP FAX IN NAME PRIMARY PHONE PROJECT CONTACT (The individual to receive and MAILING ADDRESS E-MAIL respond to all correspondence Concerning this application) CITY STATE ZIP FAX NAME PROJECT FINANCING OWNER-FINANCED When value is$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE (RCW 19.2Z095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit.I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs,expenses,and attorneys'fees incurred in the investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information suppli to the-city as a\,! avVt ) part of this dp'plication. SIGNATURE: ' s DATE .4\ 2.O \,6 . , - PRINT NAME: A i i C Alka11ev Bulletin#100—January 29,2016 Page 1 of 2 lc:\Handouts\Permit Application • , . VALUE OF MECHANICAL WORK MECHANICAL PERMIT Indicate how many of each type of fixture to be installed or relocated as part of this project.Do not include existing fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER(Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS(Commercial) BOILERS FURNACES HOT WATER TANKS(Gas) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES VALUE OF PLUMBING WORK PLUMBING PERMIT Indicate how many of each type of fixture to be installed or relocated as part of this project.Do not include existing fixtures to remain. BATHTUBS(or Tub/Shower Combo) LAVS(Hand Sinks) TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER(Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS(Kitchen/Utility) WATER HEATERS(Electric) HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS EXISTINO/PREVIOUS USE LOT SIZE(In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? ❑Yes ❑ No ❑Yes ❑ No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION(in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE • / ;14, / jj;44%/ FIRST FLOOR(or Mobile Home) .2";,T.%;; /////////////////////////////////%/% //////////////////////////////////////////////////////////// /////////////i COVERED ENTRY / //ii o/ / off/ • GARAGE ❑ CARPORT ❑ -- /// /�///// Area Totals EXISTING PROPOSED TOTAL , ":";%,,;;,;,%ii,1,1/%//D/////////O/O/O/O/O/O///O///O//O/////////O//D////O/O/O/////////O/O/////////////////////O//////// ESTIMATED SELLING PRICE$ #OF BEDROOMS COMMERCIAL-NEW/ADDITION AREA DESCRIPTION WM Occupancy Group(s) #of Additional Information j. Stories / ADDITION COMMERCIAL-REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Ficei Occupancy Group(s) P, Stories Additional Information / TENANT AREA ONLY Bulletin#100-January 29,2016 Page 2 of 2 k:\Handouts\Permit Application