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Plans Y I OFFICE COPY RECEIVED MAY 7 2018 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR KELLY RESIDENCE REMODEL 14260 SW McFARLAND, TIGARD, OR 97224 9 PRO 44 �xyGI N E' 4, r. 5102 a h COP RENEWAL DATE:6130/19 C �� 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 that information. No responsibility and/or liability are assumed by, or are to be assigned to, the engineer for items beyond that shown on these sheets. CITY OF TIGARD REVIE' •. I FOR CODE COMPLIANCE Approved: `] OTC: i 3 Permit#: rte o 9 S - O0 l 3� Address: ) D.toO Nl cl;c rr) c-4 Suite#: R Date: S . C 1 IINC. Project: STRUCTURAL. Client: BLACK DIAMOND HOMES Proj.No.: 18-198 1 ENGINEERS Date: MAY 2018 By: BWK Sheet No.: 2700 SE HARRISON STREET.SUITE B.MILWAUKIE.OREGON 97222.503.607.0481.FAX 503-607-0486. bmcc4�r�bkentineers.com 1 " 1_ INC. 2700 SE HARRISON STREET STRUCTURAL SUITE B,MILWAUKIE, OR 97222 TEL(503) 607-0481 ENGINEERS FAX (503)607-0486 brace@bkcnginecrs.cam ❑ Conference Project: . 1-44°,,,„444.4-.:0 K-Sistakt, ❑ Phone Subject: �.. _ .j., , 4 d P O Field With: Job No.: I "'"" ❑ Memo To: 1 t 4 U.I Date: ❑ Job Observation Weather Condition: Time: Distribution: 1 Ikk440itib 1,jeitiA PA By: BWK .....1._._ :y. pelt thin; c i - tx ..... ici . :... .c . , (`11`x: .. • . Y ti ....,... kik I; ... ... J As (!gf icl L 0. .!•ct./:4 CAN) +%4\)/1;* +-Ior 1(?3' ia / (1q) z � 3.jf- Vi85( c.--'' :/-'#:-- - ''''''''' '''''''"".4 .-1 . . . (Se 1 70. _ • Project: 14260 SW McFARLAND REMODEL STRUCTURAL Client:BLACK DIAMOND HOMES Proj.No.: 18-198 ,1ru.INC. ®®®ENGINEERS Date:MAY 2018 By: BWK Sheet No.: ( 2700 SE HARRISON STREET,SUITE B,MILWAUXIE,OREGON 97222,503-607-04M,FAX S03.607-0486.tenceebiengineas.com : : s ' T t: _.. MifiA..E..rx ... le-t t-I +V . 4 t 1631 �, .1.5'x? 51f4.5' Vita Z:$ I_ �19x.(1 / + - 4ir t iiKOCCA.4, t r© ' ez1. 3fff.--. .fq. -ice:Ar*- 6-411•37.(4 I, c\(x -z le,!o41 i ftsi#' C ;(30,7 0 - bence0 1:111 r!-rr ... ... A, kAtti5..t5 t-`RU 1 1,'7 -0/66.}) = 41 .90 iriik4 -.11 ..tA! 1` a/4 4-1rz _,- ),(Ft' SatfirAj.ki '14-1 )4. q Nki si. /. 61,91. f.. Z3 41, 8 . tki ; /<61074)(1:Mtlfi\ \-/: .- kletcl--; */) "'Sfie i.5rri7104‘\ 9 t 164 )1 + tof � : T : 4is lt, R90 i • icc ,r 0114 s.2.' (S.74\ 21' fi v:rr • IL4 4 r r C 06(7,2 l '14•10e47 1• rr 1 `��t 046— s-t�`�'�t'z, .UU� X34�R�, tw�� t��i _-_ fiz "rzA Z51 — 0/04i) #4G o ' J 3:446/7,,o, i = 1.50 -1 �1 .. - -.-, ...�.-."'�+-H (Ar. .r:tti:luAr, ttix.)"-- '4,4?--1 u/ ¶"- .�- iso tto �'' ._ { _. �, '-',- 0644_ itr4M-f 6‘10C.'(_ / x' 11 ' it11/1/U I C. Project: 14260 SW McFARLAND REMODEL STRUCTURAL Client:BLACK DIAMOND HOMES Proj.No.: 18-198 ENGINEERS Date:MAY 2018 By: BWK Sheet No.: ..l 2700 SE HARRISON STREET,SUITE B,MI WAUIUE.OREGON 97222,503-607.0411,FAX 503.607-0186. SIMPSON Anchor Designer TM Company: BK Engineers,Inc. Date: 15/2/2018 Software Engineer. bwk Page: 1/5 Project 14260 SW McFarland remodel Version 2.6.6688.0 Address: 2700 SE Harrison St.,Suite B Phone: 503-607-0481 E-mail: bruce@bkengineers.com .Project information Customer company:Black Diamond Homes Project description:Holdown anchors e t f t'(ttgo'+4t Customer contact name:Jim Bettinelli Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):36.00 State:Cracked Anchor Information: Anchor type:Bonded anchor Compressive strength,f.(psi):2500 W 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.875 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):17.500 Reinforcement provided at corners:No Code report:IAPMO UES ER 263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete h.,(inch):19.25 Inspection:Continuous ca.(inch):34.24 Temperature range,Short/Long:150/110°F C.,(inch):1.75 Ignore Edo requirement:Not applicable Si.(inch):3.00 Build-up grout pad:Yes Recommended Anchor Anchor Name:AT XP®-AT-XP w/7/8"0 F1554 Gr.36 Code Report:IAPMO UES ER-263 4 ' " e ,', r Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 53=iia;. r Str3,-,o•Tts Compri,h'. 5956 W.Las Positas Boulevard Pleasanton,CA 94585 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com • SIMPSON Anchor DesignerTM Company: BK Engineers,Inc. Date: 5/212018 Software Engineer: bwk Page: 4/5 �C - Version 2.6.6688.0 Project 14260 SW McFarland remodel e Address: 2700 SE Harrison St.,Suite B Phone: 503-607-0481 E-mail: bruce@bkengineers.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(lb) Vuax(lb) V..(Ib) J(Vuax)2+(V.)3(lb) 1 4565.0 0.0 0.0 0.0 Sum 4565.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):4565 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 . 4.Steel Strength of Anchor in Tension(Sec.13.5.11 N.(lb) 0 ON.(ib) 26795 0.75 20096 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcrlalifchat's(Eq.D-6) kr 4 f (psi) her(in) Nb(lb) 17.01 1.00 2500 17.500 62227 0*fcb=0(ANS ANeo)'eiNY NPep,NNb(Sec.0.4.1&Eq.0-3) ANc(in2) ANca(in2) camel(in) fertN WAN PepN Nb(lb) 0 ON.(lb) 420.00 2756.25 4.00 0.746 1.00 1.000 62227 0.65 4596 6.Adhesive Strength of Anchor in Tension(Sec.D.5.51 h.cr=rkafaho,t-tam,Kau rcar(psi) fsbaatam Ksat rka(psi) 815 1.00 1.00 815 N.=1-arcrrdahar(Eg,D-22) A a rrr(psi) de(in) her(in) Ns (lb) 1.00 815 0.88 17.500 39206 Pa=0(ANa/ANao)Y'ea..MaY'cp.NaNba(Sec.D.4.1&Eq.0-18) Alta(in2) Alta°(in2) cwa(in) carni,(in) f'e4Na Wcy,,Na Nba(Ib) 0 0Na(Ib) 176.58 487.22 11.04 4.00 0.809 1.000 39206 0.65 7470 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Solo-3,_w Srro-g.1 C.a,.,,a n in;. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com x ..• SIMPSON Anchor Designer TM Company: BK Engineers,Inc. Date: 15/2/2018 :t � Software Engineer. bwk Page: 5/5 < Project: 14260 SW McFarland remodel Version 2.6.6688.0 Address: 2700 SE Harrison St.,Suite B Phone: 503-607-0481 E-mail: bruce@bkengineers.com 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,Nn(Ib) Design Strength,eN.(lb) Ratio Status Steel 4565 20096 0.23 Pass Concrete breakout 4565 4596 0.99 Pass(Governs) Adhesive 4565 7470 0.61 Pass AT-XP w/71813 F1554 Gr.36 with hef=17.500 inch meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. `",r, «"_,•T,=Cornpj_.,En 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com at" r , Wind Loads for Main Wind Force Resisting System (MWFRS) Using ASCE 7-10 Method 2 for all heights (gable/hipped roofs) Project: 14260 SW McFarland remodel Project No.: 18-198 Date: May-17 Vat. 120 mph Building Dimensions Vaso: 93 Cp N-S wind E-W wind N-S(ft): 60 36 • • B Windward Wall 0.80 0.80 E-W(ft): 56 I,: 1.00 Leeward Wall -0.49 1.29 -0.50 1.30 hm(ft): 25 Kd: 0.85 Windward Roof 0.370 37 0.36 t3.96 Roof Pitch: 10:12 G: 0.85 Leeward Roof -0.60 -0.60 Roof Angle(deg) 39.8 NORTH -SOUTH WIND EAST-WEST WIND qr,(PSf) 12.5 WALLS ROOF • WALLS ROOF LW"-P": -5.2 LW"-P": -6.4 LW"-P": -5.3 LW"-P": -6.4 Height K q,(psf) WW TOTAL WW TOTAL WW TOTAL WW TOTAL S� "+P"(psf) "P"(psf) "+P"(psf) "P„(psf) "+P"(psf) "P"(psf) "+P"(psf)' "P"(psf) 0-15 0.57 10.8 7.3 12.5 3.4 9.7 7.3 12.7 3.3 9.7 20 0.62 11.7 8.0 13.1 3.6 10.0 8.0 13.3 3.6 10.0 25 0.67 12.5 8.5 13.7 3.9 10.3 8.5 13.8 3.8 10.2 30 0.70 13.2 9.0 14.1 4.1 10.5 9.0 14.3 4.0 10.4 35 0.73 13.8 9.4 14.5 4.3 10.7 9.4 14.7 4.2 10.6 r-� l r✓- .r-•-- -.-�� - 170 - 128 - --- ... __-_ 88 109 __-- ----- -.... ..-- 23j I !I i k 1 I ` ' k t i I i i NORTH ELEVATION Sheet No.: t,• Shear force Project: 14260 SW McFarland remodel Project No.: 18-198 Wind Centroid distance Moment Area Pressure(psf) Area(s.f.) from near wall(ft.) (#-ft.) pressure 10.7 112 23.7 28402 1198.4 10.5 170 24.6 43911 1785 10.3 128 18.2 23995 1318.4 13.7 88 31.2 37615 1205.6 13.1 109 21.5 30700 1427.9 0 0 164623 Distance between walls 45 ft. Shear wall Load at opposing wall VI= 3658 lbs. Master Bath Total pressure VT= 6935 lbs. Load at near wall V2= 3277 lbs. West wall 5/3/2018 Sheet No.: 108