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HomeMy WebLinkAboutBLD2020-00572 - 07B ENGINEERING'l pJA\ H Terry A. Nettles, P.E. Consulting Engineer 7777 92nd streetNW Gig Harbor, WA98332 VOICE & FAX (253) 858-7777 Project Subject FC>Uh`C>ATi cJr` DL>jG16u Sheet i of EL JobNo. 4O(zl Date 9/rf af a Ei6TA9L\€H c4fiT72.OLs7 e€Twc3\a`l ftgic czq2Ac;ti7 4hJo e;ILL j3iE777{M Fop E5//g''"5" Z4f ~ c3 =48,ci5 L7 Awl, M = F~ = Z4ct?I"(46as)I \\g,?\2,ib~_ MAx spAul~ 27eLlpthLe; L = Yf£ oufty I I(80/'+- Lrty 4/ flo _--_---`-:-` -: - _---`--`_ 384(I,8E=49)lfo,ZLt J=`NG GFc>,t# u/ G±z6' r`u9 N\kf C '' 1C5CiE] ^f*x U = 2g65d MAX L^T= 7~771o# Lay F6tL riEz7L= GL 1 `' i |57p>s < Ftv lb<q€.` \1L_cgi?{-Zzezefe #go9`4:¢ = G/9G' -Cp'-4" i+EXT Lckfr6L# LOAD = 95Tor\p L/ttry Fc3{L riEjL = 79tgS i 7,9'rfet5O-r\F Fc>¢ Pec,i w\TH t7tAMoiJc> f>terrfs tif(OCJ C,= 8G4c> L= I?££;a-F„ = (Z,¢' ~ u4e a)@ G' ocL= -0-G85rl[ i7`gp` LA`/CUT |=C)R Gpf N\TY L,Optg=2 e56e f y Jf i ,c)L<e40 caR\cz;®£© uj--$4sr\f giv/€`Fc"£ Lflfy= {f£+G= G,7g' (({,) c;f2Qc-€> C2\cTW| 4\~ C27/-`O" c7.f. a 7'.IE ¢Mm/UHL I R i 2/1 G,QJ rieddy/ ,a.? f7rty ;`£-,;q+ "(,J\P c)6o,:I 176plp -® '| pA\ H I Tce:r#t,#E'::`inp:€ Consulting Engineer 7777 92nd streetNW Gig Harbor, WA98332 VOICE & FAX (253) 858-7777 Project Subject Fc7LJulpLArr\c?H OE3Z>\ a u Sheet L2L of ± JobNo. 40(2;i Date q/rf a //cO a c2}ejczT7 © S© W=77b',f(f L„7= 3ffi5 = g,G8' e ul=9-boplp L 7S05- -i7E-c)-- 7 r4c; ~i 8 •vutr = 27¢' -a q 5poce> L: G,6;I v'oL G&tpg®,®, i © 'jj= |90ftt 7(1)9fifeLZJ a(u4t+¢"+ 7',?`'",/ ca&\p9©4® uj=?45(tap L-- ]r?5, --7 .; MP<^c?4< ® uJ= ,loo - Cg'-£` CalR:JD© rL6.: -a Of -;` O //to /oGJdr«e @Ci4; trj'/ C,FtNI\.Jeuep_ rarpc> i ,+-c/-----T4_,T_;i\ R\ R2 rii; R4 EE!E` filED +-9.,, +i? 7`?=|4_5=.(_=LSJ_"±]?_+___lj_8_9.(Z_i_{)__¢.T~. e2j-. 4i7s# +(=')Hcb'-G¢% RL = g11f¥) = 754,c5± r fl R7 = 6dy`/75 r R4=[7ii!j (|8o--7T3o± , 3 PE519T a = ZG/57S± P<PpueD Sou-' (]'(?4S)+ 9.i(Hfro)'-T],€]5ir ' < = r'eSis+ / oLi ¢riir-MAX l(ulizR\OR_ i?C)|t`T LaArp ¢2J7b Use €`hJGLe t>7-(co ~> C = Gcao± v' `lpA\H Terry A. Nettles, PE. Project Consulting Engineer 7777 92nd streetNW Gig Harbor, WA98332 VOICE & FAX (253) 858-7777 Subject cutJ,m\0u\ Sheet i of ± JobNo. 4®\ZJI Date qrp/u L,ATE=quL, Fo72.CEr9 TPITJ-~;~==MTC G\90# ~ (7) GFG"5 iL¢flun = q'`^o#* 7 = 1¢/170# 4\b)no*> e>\qc± /aL ca=aRtD © 5ac>M\c |4,llo R€QutjLEr7 id-4J2` = G,i6qay ( 6 6Ri) © c7iz15A,Uc 12,6CLD# &EiQu,'te5 Cap`\0© 5E(5rtyitc ¢6aoct (2,GCS - 2` 2> \ c, 5,5 ri ej6Qt,mt3 £f¥* = z.9 _p_T`_GT `,,;`crf C4qio ® 9e'\5J\\\C G\9C7¢ 6P,P© -* RGQu((ue9 # +Gfe\c,Nv= 47y9o 2 ? ( c, 6F`o© c'J€\9/VI\c DP -, C)C, cafrip® c5t=,sM`c a"© G€,,,`\\c G„© ,,E=(9M\C G[\o© c;E=(5w\\c_ 44n*/¢'FHJ ffti\t5 \,G, -- :.\ 4~ p „-`Tf~irfr->1+ill:-+ _+ ------- _-_`_ _ .I I,4 -(\4 i,EP61 r7c?(oit ( 5cD\ GF52x> 4417 ± G2C)qJo 2 ?\ c) 3cJ^C)Jk T! /NO ©\90 #---------_.- ?? 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Nettles, P.E. Project Consulting Engineer 7777 92nd Street NW Gig Harbor, WA 98332 vorc;|&FA:x(2:I;S)8/sR,-]777 Subject sheet rfu of i JaDtoar:e° °T2T7A AT e]ii\o © Grz+a{pe ca~an Ei2- ¢580 4 \ouv ftnezD 44t]f i / EiEiiiEiEZ] ?2,4d \ L)7L4Fr OG/7%#) I 422ee+/4tr = 2-.01 --p U5€ _ __ _ffi plN FpuN_i:±I!e±!±+±!£LLJ Calculation Software for Pin Foundation System PROJECT INFORMATloN: Project Name: Product: location: Engineer: Date: SOIL INFORMATION: Description: Phi (degree): Unit Weight (pcf): Cohesion (PSO: Ground Water Table: Neglected Depth (ft): PILE INFORMATION: Pile Type: Pin Length (ft): Angle (degree): Pin Diameter (in): Wall Thickness (in): Pin Type and Grade: Effective Depth (ft), D: Effective Length (ft), 8: Effective Pile Width (ft): PILE CAPACITY: Compression: F.S.=2: Uplift: F.S.=1.5: Lateral: Parallel to Pins: Perpendicular to Pins: Smith / Uhlir DP-100 - Pt Load Pt Townshend, WA Soils prelim - Stratum / Foundation - TAN 91212:020 Soil 1 Medium dense/stiff silts and sandy clay 32.00 115.00 0.00 At Grade 0.50 Diamond Pier (4 pins) 5.25 40.00 1,9 0 . 1 45 Pipe, 36ksi 3.04 5.95 0.32 C_ultim (kip)= 17.28 C_allow (kip)= 8.64 U_ultim (kip)= 2.27 U_allow (kip)= 1.51 L1_allow (kip)=1.50 L2_allow (kip)= 1.50 CALCULATION DATA: Bearing Capacity Factors: Nc=44.00 Nq=28.50 Nr=28.00 Pressure at Base (psf)=160.06 Arching Factor=2 Allowable Deflection (in)=1 Allowable Bending Stength (ksi)=24 * Soil 2 -Not Used PIN FOUNDATIONS INC. 2003 V4.0 Program automatically corrects Dry Unit Weight for Buoyant Weight when Ground Water Table "At Grade" is indicated. Program corrects total Pin length indicated for actual active length. All capacities are calculated separately. Neglected Depth Software Developed by civilTech soft\^/are, Bellevue,WA,USA www.civiltech.com 7/,a I .;_I. Calculation Software for Pin Foundation System PROJECT INFORMATION: Project Name: Product: Location: Engineer: Date: SOIL INFORMATION: Description: Phi (degree): Unit Weight (pcf): Cohesion (pst): Ground Water Table: Neglected Depth (ft): PILE INFORMATION: Pile Type: Pin Length (ft): Angle (degree): Pin Diameter (in): Wall Thickness (in): Pin Type and Grade: Effective Depth (ft), D: Effective Length (ft), 8: Effective Pile Width (ft): PILE CAPACITY: Compression: F.S.=2: Uplift: F.S.= 1.5: Lateral: Parallel to Pins: Perpendicular to Pins: Smith / Uhlir DP-75 Pt Townshend, WA Soils prelim -Stratum / Foundation -TAN 91212020 Soil 1 Medium dense/stiff silts and sandy clay 32.00 115.00 0.00 At Grade 0.50 Diamond Pier (4 pins) 4.2 40.00 1.670 0.140 Pipe, 36ksi 2.24 4.60 0.28 C_ultim (kip)= 8.70 C_allow (kip)= 4.35 U_ultim (kip)= 1.08 U_allow (kip)= 0.72 L1_allow (kip)=0.74 L2_allow (ki CALCULATION DATA: Bearing Capacity Factors: Nc=44.00 Nq=28.50 Nr=28.00 Pressure at Base (psf)= 117.75 Arching Factor=2 Allowable Deflection (in)=1 Allowable Bending Stength (ksi)=24 * Soil 2 - Not Used Program automatically corrects Dry Unit Weight for Buoyant Weight when Ground Water Table "At Grade" is indicated. Program corrects total Pin length indicated for actual active length. All capacities are calculated separately. p)=0.74 C) ¢giv7`i NoglectedDopth I Soill D1 Ang'e`\ D \\ \tJ\ \-}b` :7``.:, `';i \.AtASis$6` soi, 2 ,:;,(',` `t,\ \iJ} `''/r ```t!, PIN FOUNDATIONS INC. 2003 V4.0 Software Developed by C-ivilTech Software, Bellevue,WA,USA www.civiltech.com NCITE: THESE cALcuLATioNs ARE pRopRiETARy AND coNFiDENTiAi. Do Nor RELEASE on DISSEMINATE WmouT"E EXPREss wflrTTEN CoNSErIT oF piN FouNDATioNs, iNc. Project Name: Product: Location: Engineer: Date: PIN FOUNDATION SUMMARY CALCULATION Smith uhlir Residence Steel GFC-125 - Steel Column Pt Townshend, WA Soils -Stratum /foundations -TAN 9/18/20 *Analysis approach: Terzaghi's bearing capacity equation applied to the effective bearing length of the pins. Uplift resistance is deri`/ed from the weight of the soil above the pins. The volume of soil is conical. Lateral resistance is derived from applying the passive earth pressure to the face of the pins and including an arching factor. *PFl relies on soil data as site specific values derived from a geotechnical investigation. Imp,Jts: SOIL Soil Description Ph'l (¢) Cohesion (C) Total Soil Unit Weight (y) Unit Weight Reduction for Bouyancy (ywate,) Soil Arching Factor (AF) Bearing Capacity Factor, Nc Bearing Capacity Factor, Nq Bearing Capac.rty Factor, Ny PINS Cluster Type (2 or 4 pin) Total Pin Length (I) Length of Pin Stickup up into Head Effective Pin Length (lp) Pin Installation Angle (a) Pin Dlameter (Dpin) Neglected Soil Depth (Do) Factor of Safety, Compression (FScomp,es.lan) Factor of Safety, Uplift (FSup|ift) Factor of Safety, Lateral (Fsiateroi) Al lowable Vertical Compression Load (Qai,) Allowable Uplift All Pins (Uaii) = Allowable Lateral Resistance ( Pal,)Perpendicular to pins: Parallel to pins: Comments: conservative value assumed Weight of water: 62.4 pcf Options: 84", 63", 50" Accounts for ignoring portion of pin sticking up above ground Measured from vertical Vertical depth from ground surface - Bladed Site Q.u= 7505 pounds Uau= 2385 pounds Pou= 4617 pounds Pall= 2308 pounds r...,---; NOTE: THESE CALCuLATioNS ARE PROPRIFTARY AND CONFIDENTIAL DO Nor RELEASE OR DrsEMINATE WmuourrTt]E EXPRESS WRITTEN CONSENT oF piN FouNDATioNs, iNc. Project Name: Product: location: Engineer: Date: PIN FOuNDATloN SulvIMARY CALCULATION Smith Uhlir Residence GFB-ZOO -Steel Grade Beam Pt Townshend, WA Soils - Stratum /Foundations -TAl\l 9/18/20 •Analysis approach: Terzaghi's bearing capacfty equation applied to the effective bearing length of the pins. Uplift resistance is derived from the weight of the soil above the pins. The volume of soil is conical. Lateral resistance is derived from applying the passive earth pressure to the face of the pins and including an arching factor. *PFl relies on soil data as site specific values derived from a geotechnical investigation. Inputs: SOIL Soil Description Phi (¢) Cohesion (C) Total Soil Unit Weight (y) Unit Weight Reduction for Bouyancy (ywatcr) Soil Arching Factor (AF) Bearing Capacity Factor, Nc Bearing Capacfty Factor, Nq Bearing Capacity Factor, Ny PINS Cluster Type (2 or 4 pin) Total Pin length (I) Length of Pin Stickup up into Head Effective Pin Length (lp) Pin Installation Angle (a) Pin Diameter (Dpin) Neglected Soil Depth (Do) Factor of Safety, Compression (FScompresston) Factor of Safety, Uplift (FSupiift) Factor of Safety, Lateral (Fsiaterai) Allowable Vertical Compression Load (Q®,,) Allowable Uplift All Pins (Ua|i) = Allowable Lateral Resistance ( Pall)Perpendicular to pins: Parallel to pins: Comments: conservative value assumed Weight of water: 62.4 pcf Options: 84", 63.I, 50" Accounts for ignoring portion of pin sticking up above ground Measured from vertical Vertical depth from grourid surface -Bladed Site Qaii = 10075 pounds Uaii = 2088 Pounds Pan= 4417 pounds P®u = 2208 pounds NOTE: THESE cAicuLATioNs ARE pROpRiFTARy AND cONFiDENTIAi. Do NOT RELEASE oR DissEMiNATE wrTHouT "E ExpREss wRrTTEN CONSENT OF piN FOuNDATioNs, iNc. F(z/1