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HomeMy WebLinkAbout20170173 Structural Calcs 03272017MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job: Date: By: Sheet: Page + of STKvC.'T v fit,,, ��t— CUI. -AZ ►DNS ID E 5 I G N SKE T� F1� S F-o iz- U j�-KTb 96-;,7 WANT N aW SEAM Rnbf CoVf- dot. �1EST y�cLM. �V� tr�T�RA� a�rar_ys�s �. b�stG�► ffo r, yEL-M PU5VTo VAL.�kRTA I- C'STAURAhJT 'P�oSK. w a S,yR <��- � P s k- @' 47199 1 4� F TURALE 3126(( 7 p C7 vim; New ?XoF Covm see Q F )ZemovE SX15"jIN ? 1D- o'c.onr�, g�hM, /V c-w 5 15 x 15 (4L 5 16 0 4x6 oR (3)2X(a PosT (L _ V�pE1G nreW &�M. I _ 1vo tmw RUN ATIonl5 ` :u E�ciS711�fG E- �ItIZy II 2EMovE Ex1sTINc., vc -R��y or- Ppwv ir,�E �� gxlo OK (3) X(a POST rJ C->� B£#,M, NO NEW FoUNDAZIcros lo f5 1-0 �gK.Fgy, �) 01 WAg4 `fi4 9 O.o ,- 47198 F rVRAIENG \a SSf�NA4 ECG 3 Zo�l? A MoD�F1GA f1oiJ Pia i L ICA ' W 1,7 r I T_34 F 6 - ir , l I � 1 ._1:5HeA7jfWL i NAIL t $ral NkI�S �� I fol 0y P_ (��J i2 (o4a. ER Q,�f• i'1 ' A, I 1 { 2xl-L Belo,M� f`tP�2 CO "I 1 i�A LAri of r ! f fi , _ STRUCTURAL NOTES ^_..� GenwN Note. - These sirup al rglea e,ppon,ent ate &oMWe. Any asmepancy foulw atone the d—.,Vc ..� Iheee noes, wy to site cmdeons sn b be ropoded to tine Engimw, who "I dlacrepenrymw mg Anywmk COnebythe Cw OdleBwdecovwyd,u &a of y shell be done el the Cwt—Wilrisk. TheConvect orshsllwdlyand000rdimtelM _. t _._. -... tlimsnslona artang all tlrewirpa prior to proceed,p wllh arty work m Psbrkation. The Cdnlrapw is nnwrnihle for ell b—mg aM shMng Wnng canalsuclim. All --ion shall canfarm to the eWllwbio porti —el the RI1 teat -of the In bpW ..JI Suld'rq Code eawg where noted s. Des on Lraera i 1 i. 1. Live Load 25 PSI (Snow) 2. Dead Loaf - 15 PSF IRW.. floor) - 10 PSF IWolg I = 150 PCF(Concswe) 3. Wind = 20151BC Expoaura B ®110 mph. 3 second gust 4. Eodhpvake = 20151BC• e ClaD Ss =1.252 Sfl aa SL =0 -499 �..I IE .1.0 � Seiorl Desgn Category D -- - SDS = 0.834 ' SOL =0.499 Timbw Frames Centilevw Columns R =1.5 - p= 1.0 Nan Redundant Gtr Cs ^ SDS VR V =PCSW V.0512wl r!. Fa Oersgn Cs = SOS V (I .4R) I V =ACsw V • 0.358W for Moveable Sheds Design 5. Sol - 2000 PSF Assumed Bes tq CApadty i " - 300 ME, Passive Pressure __,,,) Cnrlcrela 8 Reinforcing Steal' _ I. All wnawa work shall bo pw the 20151BC Chegw 19. T,*nnxes shall be per '-4 ACI 318A4 Cl,egor 28 - 2 Comets shell be in eawde with ASTM 150. fc 2500 P l @® .' .—P -4 m 1. Sbuclural 9amng shell be Cl Dw1/as Flr _.._ ' 2. 8X cdumns shop be 61 Douglas F r 3. 2' 01M. shall be V.dn dded wtd RwsdR a"y eree pn. to inslelletian. 4. Gue lemnsied beema shed be 24FV8 W cent levered w cabirspua be-, 24f-V4 1or oi,l, spend. i (FT= 240OP91) (Fe • 265 PSI) (E - 1,800,000 P50 - (Fp_- 650 PSU B r 5. CmSrvuus wM cenWmered Isis lam oared Eeeme streli rwl be cambwed. All•lO� A j othw Blue lam oared beams ehNl be umbwed lo'V4B0. See --ern ngplons Ip any escegsau j 6. Flyw ohan be- 1.fi-oc.edgese. 12° Reid w;tn Gds wens pherwaae ' rae.ad on 1. dr—,. _ : nsrawsra_ -• Ali connectionnordwereshallbeSsnl —R "Sump T' ngWothenene. y n ) (/ 47198=. �R �R'ALE 6 C- awenra-dwwee:1-1 -wr> n'incom 1 — to groom «p,aaa„raIoob,d wood 0.11 ogaivan¢edpw ASTMA123wM125 oz, of zinc apeltw per egrere b iof Via �O •��,� epraept arse. _i FT _ CONTRACTOR TO FIELD VERIFY ALL LONORIONSANO ALL ELEVATIONS. j 3 2o17t Job: yEI.M PUE� �o UAL �A�zTeai�o5� MC SQUARED, INC. OLYMPIA, WASHINGTON 96506 Date: By: (360) 754 -9339 FAX (360) 352 -2044 Sheet: 32 Page Of MC SQUARED, INC. Job: Njc\ -M ( UER-`o VkU- AK-Th, #( X105 OLYMPIA, WASHINGTON 98506 (360) 754 -9339 Date: By: FAX (360) 352 -2044 Sheet: Page 4- of z i 0 0 F 4X(, Po�,T, iC-E FA Gia r y -T Tee D 1IV COKICKEiE TV R&ILIAlm, (� Mid MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 (2) Sie " A ?,o� T4K�.) Z)OL-TIS Job: �C-L. M ?UEK70 VAX- � -AK71, Date: By: Sheet: Page of a � o -4-�- CAM To PoS"( C -0i J t-1 F-L"j q N Dg1� *-z DF 2Xi2.- p 2 1-0 ti m A'y- - f P7 -4 1 �\'� Pos-r MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job: f —ULNA �>U -TO \l /\LL4�7?.TA. * 17 0-56 Date: By: Sheet: Page (,;-, of �2> }Oct NPtitr� �- �H PV 1; �.-►� I42 DF- Zx!) t�vRLi►�►S (?-, 24" 0c. x i� x SIC 47198 ass'0 At. 2��11 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job: l)£R`�O Vt\1.,\_A,? -TA *f% Date: Sy: Sheet: Page -7 of It UFP�2 +" TO p- 710/17 2X 3 P U K L +(,JS @ Z,40(, t x.00 K-00 F t�' 1 -4 l I r & y- L' POST MC SQUARED, INC. Job: OLYMPIA, WASHINGTON 98506 (360) 754 -9339 Date: By: FAX (360) 352 -2044 g Sheet: Page S� �y LTJiZA� ca.LC� l�T�o(�.l S MC SQUARED, INC. Job:_ F't)ok -ro Vp/ -i -(A, J- 170,e OLYMPIA, WASHINGTON 98506 (360) 754 -9339 Date: By: FAX (360) 352 -2044 Sheet: Page � of �S .1t,,� ► t f © y �� 40` f r Ex \STtr.1 G � j S 10, MC SQUARED, INC. Job: CLM 1 -7 056, OLYMPIA, WASHINGTON 98506 (360) 754 -9339 Date: By: FAX (360) 352 -2044 Sheet: ___Page � � of i i MA'fCEi iiti s�Ihj�� � �o ►n� r LOVE. TY f 10' + , IA L-t,- g'poF Ty �JFZ1_�N r LOVE. TY f 10' MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job: Date: By: Sheet: Page of U = 110 "FA LR fD 185 lz_00F I= D, 00 2 54, ka.� 4 A�j V t` � tJM f K j..�, = /, o Kd = o, 915 = o,oa2.5�. (!.o }(o.��)(O,sS)( /�o2i = IS PSF L ctj Assvtil� Ftc, . Z-?, 4-- 4 7o De-rflzM lj'j E Cj'j ; 'RODE Lo E - A S UM 6 16 ° cN = +a,aj -z.I H-n Fz� ps' F h-s D uPLI�l = j5(01 ib 5x2, lxd�(o} = 16, A S p 5RSE S�Ae4w, : -z �D(a�Z� = 3,33, F -r 7 SAY if W-- 13,5(4 Z77) = / 4 90 0 =• k l nJ D G ©nl7i�o� S MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 J Date: By: Sheet: Page j 7i of 56-ISM iG _ A SCE 7 10, 1 -Z' s 5E1SM+C, `Del(AM CA-TE60 y D o `Cs) (C 5) V SD' �SikX =� DEC � +N� S'4iZVC'ttlZrt�- F;'EKICD (T) % rT sic, c /,o Sec 3Bc�(n,°I7 =� pv 4 l U 13c Dc:) (�5i FCSj `.� fo � /, o 9&D vvb7WT 5TKUC-r(Pe W I N D CO NJ TKO- 5 I► zsz � ��. = 1,0 SD5 = o, & z4- 5, - o, 491 4 Fv In/a� D F K�M-c- 5 ---? 5E1SM+C, `Del(AM CA-TE60 y D o `Cs) (C 5) V SD' �SikX =� DEC � +N� S'4iZVC'ttlZrt�- F;'EKICD (T) % rT sic, c /,o Sec 3Bc�(n,°I7 =� pv 4 l U 13c Dc:) (�5i FCSj `.� fo � /, o 9&D vvb7WT 5TKUC-r(Pe W I N D CO NJ TKO- 5 3/19/2017 Design Maps Summary Report MUGS Design Maps Summary Report User- Specified Input Building Code Reference Document ASCE 7 -10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 46.948 0N, 122.616 11W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II /III s Lacey N$ OVALLY PACEMAKE RESERVATION 1ANDIN6 . - ZONE USGS - Provided Output Ss = 1.252 g Sti,s = 1.252 g Sos = 0.834 g Si = 0.499 g Sti,l = 0.749 g Sol = 0.499 g �h 7 For information on how the SS and S1 values above have been calculated from probabilistic (risk- targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. t. sa t.a4 ast CL ;a (n aG5 aez ass as Q 1 ao3 t MCEpResponse Spectrum X! CL 'X) a1>3 Cal a:. acs N at5 CL sr aV a is aa0 aa7 Cestign Response Spectrum Period. T (ser) Penh. T (sec) For PGA, Tt, CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy ofthe data contained therein. This tool is not a substitute for technical subject- matter knowledge. M i3 https: / /earthquake.usgs.gov lent /designmaps /us /sum mary.php?tem plate= m i ni m al &latitude= 46.948&longi tude=- 122.616&s iteclass= 3&riskcategory =0 &edition =a... 111 MC SQUARED, INC. Job:_ OLYMPIA, WASHINGTON 98506 (360) 754 -9339 gate: FAX (360) 352 -2044 age 1 A of - 7 F' P0 KLIn1 S L - z Z S L-f= SEE SPKEADSt� E 7 `f 'F B6k — pL n 150 PL-F ZSo PL-f SEE �5FKf�A.D-<+}EET 7y P po sT 7 5 V,R 7 12 K = 2► , BNB iCC-�D FP E- F)- rEb 70 Lo,-J RX-OF f'osl bc—F Le -T 100 L 1M l7 -- '7-IC, �Z , 1 Z 1235 LAYf 4T11 AVli j Project Title: Engineer: Project Descr: Project ID.� Arun?$. •.S 1!,'.R 2017. !i 20PE.; Multiple Simple Beam File= c: lUsersljameslDOCUME- 1tENERCn- 111rUbU.eCb p p ENERCALC, INC. 1983 -2013, Build:6.13.8.31, Ver.6.13.8.31 Description : Wood Beam Design: TYP PURLIN Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 -05 BEAM Size : 2x8, Sawn, Fully Braced Using Allowable Stress Design with 2012 IBC & ASCE 7 -10 Load Combinations, Major Axis Bending Wood Species : Hem Fir Wood Grade: No.2 Flo - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 277 pcf Flo - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unit Load. D = 0.0150, S = 0.0250 kift, Trio= 2.0 ft Design Summary Max fb /Fb Ratio = 0.779; 1 llb : Actual: SUITE, lot 5.000 ft in Span # 1 OLYMPIA, WA 995o(, 1,173.00 psi 360- 751-9339 i MC SQUARED 360-3.52 =044 INl'0R P U A I h 11 Max fv /FvRatio = " tiTRUCfGRA1. • FOUNDATION •CIYi ANOINHAS Project Title: Engineer: Project Descr: Project ID.� Arun?$. •.S 1!,'.R 2017. !i 20PE.; Multiple Simple Beam File= c: lUsersljameslDOCUME- 1tENERCn- 111rUbU.eCb p p ENERCALC, INC. 1983 -2013, Build:6.13.8.31, Ver.6.13.8.31 Description : Wood Beam Design: TYP PURLIN Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 -05 BEAM Size : 2x8, Sawn, Fully Braced Using Allowable Stress Design with 2012 IBC & ASCE 7 -10 Load Combinations, Major Axis Bending Wood Species : Hem Fir Wood Grade: No.2 Flo - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 277 pcf Flo - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unit Load. D = 0.0150, S = 0.0250 kift, Trio= 2.0 ft Design Summary Max fb /Fb Ratio = 0.779; 1 llb : Actual: 913.20 psi at 5.000 ft in Span # 1 Fb : Allowable: 1,173.00 psi 977.50 psi Load Comb: +D +S +H Max fv /FvRatio = Max fv /FvRatio = 0.281: 1 63.47 psi fv : Actual: 48.55 psi at 9.400 ft in Span # 1 Fv: Allowable: 172.50 psi D L Load Comb: +D +S +H Right Support Max Reactions (k) D L Lr S W E Left Support 0.15 0.25 Right Surmort 0.15 0.25 D(0.030) S(0.050 r� �.! t r.:7. 1-,, •f , µc �, 1�{.r+?i,i ��., ...� r,.!'k. r 1 ��� . �.. ..;f :•. �-'• 10.011, 2xa H Downward L +Lr +S 0.183 in Downward Total 0.292 in Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 657 >240 Total DO Ratio 410 >180 Wood Beam Design: TYP BEAM Calculations_ per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 -05 BEAM Size: 2 -2x12, Sawn, Fully Braced Using Allowable Stress Design with 2012 IBC & ASCE 7 -10 Load Combinations, Major Axis Bending Wood Species: Hem Fir Wood Grade: No.2 Flo - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend - xx 11300.0 ksi Density 27.70 pcf Flo - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 kift, TO= 10.0 ft Design Summary Max fb /Fb Ratio 0.786 • fb : Actual : 768.00 psi Fb : Allowable : 977.50 psi Load Comb: +D +S +H Max fv /FvRatio = 0.368: fv : Actual : 63.47 psi Fv: Allowable 172.50 psi Load Comb: +D +S +H Max Reactions (k) D L Left Support 0.68 Right Support 0.68 1 at 4.500 ft in Span # 1 1 at 0.000 ft in Span # 1 Lr S W E 1.13 1.13 D (0.150) S 0.250 9.0 ft, 2 -2x12 H Downward L +Lr +S 0.080 in Downward Total 0.128 in Upward L +Lr +S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1346 >240 Total Defl Ratio 841 >180 - 1x35 I::W' AVE - - - - -- E Project Title: ['41'[i � 'ILVA CAM Wurr8 Io1 Engineer: Project ID: ._._ OLLb1P1A,WAy85U6 g r 360- 754.1)339 Project Descr I MC SQUARED 360-352-2044 / iI \l' U R P 0 {'I'1: Il MU(TFRA1.0 POUKDATIOV • CIVILEVGIIKf•.ERS Price.. 1�F3:.R i07. 6:24F ".' Wood Column File= c: lUsersVarnesV =ME- IENERCA- 1117058.ec6 ENERCALC. INC. 19D2013. Build:6.13.8.31, Ver.6.13.8.31 Description : TYP POST Code References _ Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7 -05 Load Combinations Used : 2012 IBC & ASCE 7 -10 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x6 0.8810 :1 End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber NDS Eq. 3.9 -3 Overall Column Height 12.0 ft Wood Member Type Sawn Status ' l)-::r:! f . ..,;-!- ? ?,I-" calc;Ila[io s ) Exact Width 5.50 in Allow Stress Modification Factors -2,232 k -ft Wood Species Hem Fir Exact Depth p 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 in 12 Cf or Cv for Compression 1.0 Fib - Tension 975 psi Fv 140 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb - Compr 975 psi Ft 650 psi ly 76.255 in "4 Cm: Wet Use factor 1.0 Fc - Prll 850 psi Density 27.7 pcf Incising Factors: Ct : Temperature Factor 1.0 Fc - Perp 405 psi for Bending 0.80 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x -x Bending y -y Bending Axial for Elastic Modulus 0.95 Kf : Built -up columns 1.0 Basic 1300 1300 1300 ksi Use Cr: Repetitive ? No ' r ^" : ' -.-'k) Minimum 470 470 Brace condition for deflection (buckling) along columns : PASS 12.0 ft X -X (width) axis : Unbraced Length for X -X Axis buckling = 9 ft; K = 2.1 PASS Y -Y (depth) axis : Unbraced Length for X -X Axis buckling = 9 ft. K = 2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations Column self weight included : 69.827 ibs' Dead Load Factor 0.8810 PASS 0.0 ft AXIAL LOADS. . . PASS 11.919 ft +D +E +H Axial Load at 12.0 ft, D = 0.6750, S =1.125 k 0.1138 PASS 0.0 ft BENDING LOADS ... PASS 12.0 fl +D+0.75OLr+0.750L+0.750W +H Lat. Point Load at 12.0 ft creating Mx -x, W = 0.1860 k 0.6640 PASS 0.0 ft DESIGN SUMMARY PASS 11.919 ft Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.8810 :1 Load Combination +D +W +H Governing NDSForumla Comp + Mxx, NDS Eq. 3.9 -3 Location of max.above base 0.0 ft At maximum location values are ... Status Applied Axial 0.7448 k Applied Mx -2,232 k -ft Applied My 0.0 k -ft Fc: Allowable 216.449 psi Maximum SERVICE Lateral Load Reactions. . Top along Y -Y 0.1860 k Bottom along Y -Y 0.1860 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Loa Lat ffr -a5H3e Along Y -Y 1.956 in amt 12.0 ft above base D for load co Uon .©rrlr a K. Along X -X 0.0 in at 0.0 ft above base for load combination : nla Other Factors used to calculate allowable stresses .. . Tension PASS Maximum Shear Stress Ratio = 0.03431 :1 Bendinq Compression Load Combination +D +W +H Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 11.919 ft Applied Design Shear 9.223 psi Allowable Shear 179.20 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.1194 PASS 0.0 ft 0.0 PASS 12.0 ft +D +L +H 1.000 0.1180 PASS 0.0 ft 0.0 PASS 12.0 ft +D +Lr +H 1.250 0.1156 PASS 0.0 ft 0.0 PASS 12.0 ft +D +S +H 1.150 0.2922 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750Lr+0.750L +H 1.250 0.1156 PASS 0.0 ft 0.0 PASS 12.0 ft +D+0.750L+0.750S+H 1.150 0.2483 PASS 0.0 ft 0.0 PASS 12.0 ft +D +W +H 1.600 0.8810 PASS 0.0 ft 0.03431 PASS 11.919 ft +D +E +H 1.600 0.1138 PASS 0.0 ft 0.0 PASS 12.0 fl +D+0.75OLr+0.750L+0.750W +H 1.600 0.6640 PASS 0.0 ft 0.02573 PASS 11.919 ft Description : TYP POST Max. X -X Deflection 1235EAS74TrlAV Max. Y -Y Deflection Project Title: D Only ► / 0.000 ft surrelul OLYMPIA, WA98SO61 0.000 ft S Only Project ID: 0.000 ft 360.754 -9339 Maximum Axial + Bendinq PrOJBCI De$cf: 0.0000 in _ MC SQUARED 360.35'- 2044 Stress Ratio Status Location INC ON Y (JR AT F, 11 +D+0.750L+0.750S+0.750W +H 1.600 0.8138 PASS MUCfURA1. •]FOUNDATION 0 CIVIL ENGINEER S 1.936 in +D+0.750L+0.750S+0.750E +H PriM09 10P. °t1?101: old °li WOOd Column PASS 0.0 ft File= c, lUsersyameslDOCUME- 11fNERCA- tl7068.ec6 +0.60D +W +H 1.600 0.8325 ENERCALC. INC. 1983-2013. Build:6.13.8.31. Vec6.13.8.31 Description : TYP POST Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Load Combination Results 0.000 ft 0,000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in Maximum Axial + Bendinq Stress Ratios 0.0000 in Load Combination C D Stress Ratio Status Location 0.000 ft +D+0.750L+0.750S+0.750W +H 1.600 0.8138 PASS 0.0 ft 1.936 in +D+0.750L+0.750S+0.750E +H 1.600 0.2426 PASS 0.0 ft +0.60D +W +H 1.600 0.8325 PASS 0.0 ft +0.60D +E +H 1.600 0.06825 PASS 0.0 ft Maximum Reactions - Unfactored X -X Axis Reaction Y -Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only k 0.186k S Only k 0.186k W Only k 0.186 0.186 k D +S k 0.186 k D +W k 0.186 0.186 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0,000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0,000 ft W Only 0.0000 in 0.000 ft 1.956 in 12.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 1.936 in 11.919 ft Sketches 0 n N eXs 5.50 in 0 O N Maximum Shear Ratios Stress Ratio Status Location 0.02573 PASS 11.919 ft 0.0 PASS 12.0 ft 0.03431 PASS 11.919 ft 0.0 PASS 12.0 ft Note: Only non -zero reactions are listed. Axial Reaction @ Base 0.745 k 1.125 k k 1.870 k 0.745 k Mockoads Loads are total entered value. Arrows do not reflect absolute direction. 1235 L aS-, 4, LI A1) Project Title: suu�IOI OLYMS'IA,WAya5o6 g En ineer: Project ID: 360- 754-e339 Project Descr: I� MC SQUARED 36o-3.92-2044 I Y C n R F o R A I r: u SPRUMRAL • FOUNDATION • CIVIL GVCINEERS i Print6tl W."IR KI i 632P1,1 Pole Footing Embedded in Soil File= c: lUserslameslDOCUME- 11ENERCA- 1417058.ac6 g ENERCALC. INC. 1983-2013. Build:6.13.8.31, Ver:6.13.8.31 Description : TYP POST FOOTING Code References Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7 -05 Load Combinations Used : 2012 1 B & ASCE 7 -10 General Information Pole Footing Shape Circular Footing Diameter ... . .......... 18.0 in >° t Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive .................. 300.0 Pcf Max Passive ................... 1,500.0 psf Controlling Values Lateral Distributed Load Governing Load Combination: +D +W +H Vertical Load I Lateral Load 0.1860 k 0.0 kilt 0.0 k -ft Moment 2.232 k -ft Lr : Roof Live Restraint @ Ground Surface 0.0 kilt 0.0 k -ft i Pressure at Depth L: Live 0.0 k i Actual 765.10 Psf 0.0 k Allowable 862.50 Psf 0.0 k 0.0 k/ft Surface Retraint Force 1,835.74 ibs 1.125 k W: Wind Minimum Required Depth 2.875 ft 0.0 k -ft lu 0.0 k E : Earthquake ! N I 0.0 k!ft 0.0 k -ft Footing Base Area 1.767 ft "2 H : Lateral Earth 0.0 k Maximum Soil Pressure 1.019 ksf Applied Loads 0 Fooling Diameter = 1' -6' Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D: Dead Load 0.0 k 0.0 kilt 0.0 k -ft 0.6750 k Lr : Roof Live 0.0 k 0.0 kilt 0.0 k -ft 0.0 k L: Live 0.0 k 0.0 kilt 0.0 k -ft 0.0 k S: Snow 0.0 k 0.0 k/ft 0.0 k -ft 1.125 k W: Wind 0.1860 k 0.0 k/ft 0.0 k -ft 0.0 k E : Earthquake 0.0 k 0.0 k!ft 0.0 k -ft 0.0 k H : Lateral Earth 0.0 k 0.0 k/ft 0.0 k -ft 0.0 k Load distance above TOP of Load above ground surface ground surface 12.0 ft 0.0 ft BOTTOM of Load above ground surface 0.0 ft Load Combination Results Forces @ Ground Surface Required Pressure at Depth SW Increase Load Combination Loads - (k) Mounts - (ft-k) Depth - (ft) Actual - (psf) Allow - (psf) Factor D Only 0.000 0.000 0.13 0.0 37.5 1.000 +D +L +H 0.000 0.000 0.13 0.0 37,5 1.000 +D +Lr +H 0.000 0.000 0.13 0.0 37.5 1.000 +D +S +H 0.000 0.000 0.13 0.0 37.5 1.000 +D+0.750Lr+0.750L +H 0.000 0.000 0.13 0.0 37.5 1.000 +D+0.750L+0.750S +H 0.000 0.000 0.13 0.0 37.5 1.000 +D +W +H 0186 2.232 2.88 765.1 862.5 1.000 +D +E +H 0.000 0.000 0.13 0.0 37.5 1.000 +D+0.7501-r+0.750L+0.750W +H 0.140 1.674 2.63 688.3 787.5 1.000 _ 1235 EA91'4CI I AVE Project Title: 1 / surrs `o' 01.YM1'1A,1YAg95o6 360-754-9339 Engineer: Project Descr. Project ID: MfSQUARED 360 -352 -2044 1 N C 0 R Y O R A I h 11 M]WU ORAL • FOUNDATION •CIVIL NC.fNrFRS Prinled 14 ta4R 201'. 6 32P Pole Footing Embedded in Soil g - File c. - ENERCALC, ING,1902013, 8uild:6.13.8.31, Ver:6.13.8.31 KW-06006122 Licensee: MC SQUARED, INC. Description _ TYP POST FOOTING +D+0.750L+0.750S+0.750W +H 0.140 1.674 2.63 688.3 787.5 1.000 +D+0.750L+0.750S+0.750E +H 0.000 0.000 0.13 0.0 37.5 1.000 +0.60D +W +H 0.186 2.232 2.88 765.1 862.5 1.000 +0.60D +E +H 0.000 0.000 0.13 0.0 37.5 1.000 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job: Date: By: Sheet: W ►Np �L.1 F"C � PUR L1NS BekNl '% 7V5i` CON N EC-7 t ON A� = �aI54- � 1800 (2i z Y, 12 S A TTA-C,tts-V Td ip x ld NF-1 U PL t F 7 p TKI (2) Zo I_-� S CA:Fh Q-" Do NK' — 10 A,4(2 - }(l, /s) = L./ G4IPNOI) U t' =- to 40(z 33 Z 6 320 7P'Ku i3OL rs OKAY 140 1 Y. IZ I MC SQUARED, INC. rob: OLYMPIA, WASHINGTON 98506 (360) 754 -9339 Date: By: FAX (360) 352 -2044 Sheet: Page 2 � /Q�51.nl 8 �- G-N7K� DL j ( 40/z,) + !oo = 4)0 PLF S L_ = 2 S 4%> = SOO P LF Sh "N = lS - o Se� SP��DStt��� 1�1 E lU►krt 0'F A�jV� g�M TOT&, too fI'5,50MC rE*-Zi/,li:TEC �LWC>ATiCAl 1S ( ()" W IDE t IS" 7 A L+ -- CO"C PC- TE I �� t I b +(a j �E�. ) =- � '&P� = ' = 1738 FSF < Zocx-) Psf 4 �--� l/4 NE y\1 F0a-rjt J Ca ��EtQ u )f- C- r� -- Ex i s-r,t,� &� fb L) NDN T I O i\,J cA fJ S U F: 'OF, 7 A)5 LJ rSl�M t"tMIN w g� 7- 0��� Am ' 1235 LASr 4T1 I ANI SUITE. w, 01.171 PIA, WAyago6 Uniform Load : D = 0.40, S = 0.50 , Tributary Width 360 -754 -9339 MC SQUARED 360.352 -2044 I N C 0 R Y u x A 'I L 71 FmucruRA1. 0 FOUNDATION • CR'ILEN01NGF.RS� Wood Beam Load Combination Set: 2012 IBC & ASCE 7 -10 Project Title: Engineer: Protect Descr: File Protect ID: / ZZ Printed. 15 VAR 211 i. ': 16RA INC. 1983.2013, Build:6.13.8.31, Ver:6.13.8.31 Description : NEW BEAM AT ENTRY CODE REFERENCES Uniform Load : D = 0.40, S = 0.50 , Tributary Width = 1.0 ft Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 DESIGN SUMMARY Load Combination Set: 2012 IBC & ASCE 7 -10 Material Properties Maximum Bending Stress Ratio = 0.83Q 1 Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity 0.447: 1 Load Combination 2012 IBC & ASCE 7 -10 Fb - Compr 1850 psi Ebend- xx 1800ksi Section used for this span Fc - Prll 1650 psi Eminbend - xx 930 ksi Wood Species DF /DF Fc - Perp 650 psi Ebend- yy 1600ksi Wood Grade : 24F - V4 Fv 265 psi Eminbend - yy 830ksi 2,741.D2psi Ft 1100 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling 304.75 psi f Load Combination D(o.4) S(0.5) Z). ILUX IZ) Span = 18.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.40, S = 0.50 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.83Q 1 Maximum Shear Stress Ratio = 0.447: 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb : Actual = 2,275.90psi fv : Actual = 136.13 psi FB : Allowable = 2,741.D2psi Fv : Allowable = 304.75 psi f Load Combination +D +S +H Load Combination +D +S+H Location of maximum on span - 9.000ft Location of maximum on span = 16752 ft k Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.458 in Ratio = 471 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.824 in Ratio = 262 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C RV C I Cr C m C t C L M fo F'b V fv Fv D Only Ho 0.00 0.00 0.00 Length =18.0 ft 1 0.472 0.254 0.90 0.99 1.00 1.00 1.00 1.00 1.00 16.20 1,011.51 2145.15 3.10 60.50 238.50 +D+L+H 0.99 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.424 0.228 1.00 0.99 1.00 1.00 1.00 1.00 1.00 16.20 1,011.51 2383.50 3.10 60.50 265.00 +D+Lr+H 0.99 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =18.0 ft 1 0.340 0.183 1.25 0.99 1.00 1.00 1.00 1.00 1.00 1620 1,011.51 2979.37 3.10 60.50 331.25 +D +S+H 0.99 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.830 0.447 1.15 0.99 1.00 1.00 1.00 1.00 1.00 36.45 2,275.90 2741.02 6.98 136.13 304.75 +D+0.750Lr+0.750L+H 0.99 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.340 0.183 1.25 0.99 1.00 1.00 1.00 1.00 1.00 16.20 1,011.51 2979.37 3.10 60.50 331.25 +D+0.750L+0.750S+H 0.99 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 1&0 ft 1 0.715 0.385 1.15 0.99 1.00 1.00 1.00 1.00 1.00 31.39 1,959.80 2741.02 6.01 117.22 304.75 «as LMI'417IIAv Project Title: Sul11',101 ol'y'MPIA,WAgs5o6'� Engineer. _1 .� E r_ 360-754-9339 i Protect Descr: MC SQUARED 360•352•2044 +; C m INC 0R Y OR ATE 1) MUCI'I:RAI. • FOUNDATION • UNIT. FNCIKEMM C L M Wood Beam FEe= 8.100 8.100 ENERC Description: NEW BEAM AT ENTRY Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FIV C i Cr C m C t C L M +D +W+41 O +S 8.100 8.100 0.99 1.00 1.00 1.00 1.G0 1.00 Length = 18.0 ft 1 0.265 0.143 1.60 0.99 1.00 1.00 1.00 1.00 1.00 16.20 +0+E+H 0.99 1.00 1.00 1.00 1.00 1.00 Length =18.0 ft 1 0.265 0.143 1.60 0.99 1.00 1.00 1.00 1.00 1.00 16.20 +0+0.750Lr+0.750L+0.750W+H 0.99 1.00 1.00 1.00 1.00 1.00 Length =18.0 ft 1 0.265 0.143 1.60 0.99 1.00 1.00 1.00 1.00 1.00 16.20 +0+4.750L+0.750S+0.750W+H 0.99 1.00 1.00 1.00 1.00 1.00 Length =18.0 ft 1 0.514 0.276 1.60 0.99 1.00 1.00 1.00 1.00 1.00 31.39 +0+0.750L+0.750S+0.750E+H 0.99 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 1 0.514 0.276 1.60 0.99 1.00 1.00 1.00 1.00 1.00 31.39 +0.60D +W+H 0.99 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 1 0.159 0.086 1.60 0.99 1.00 1.00 1.00 1.00 1.00 9.72 +0.600+E+H 0.99 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 1 0.159 0.086 1.60 0.99 1.00 1.00 1.00 1.00 1.00 9.72 Overall Maximum Deflections - Unfactored Loads fb F'b 0.00 1,011.51 3813.60 0.00 1,011.51 3813.60 0.00 1,011.51 3813.60 0.00 1,959.80 3813.60 0.00 1,959.80 3813.60 0.00 606.91 3813.60 0.00 606.91 3813.60 Project 10: 23 Pr,nt29. 19 0AA 2017.: 15P'.1 ME- 11ENERCA -W 7058.ee8 Build:6.13.8.31, Ver.6.13.8.31 Shear Values V fv F'v 0.00 0.00 0.00 3.10 60.50 424.00 0.00 0.00 0.00 3.10 60.50 424.00 0.00 0.00 0.00 3.10 60.50 424.00 0.00 0.00 0.00 6.01 117.22 424.00 0.00 0.00 0.00 6.01 117.22 424.00 0.00 0.00 0.00 1.86 36.30 424.00 0.00 0.00 0.00 1.86 35.30 424.00 Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span D +S 1 0.8241 9.066 0.0000 0.000 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.100 8.100 0 Only 3.600 3.600 S Only 4.500 4.500 O +S 8.100 8.100