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Specifications (13) AAI afghan associates,inc. ENGINEERING HFCFri)i NOV 1 6 ?a ? , AT Or STRUCTURAL CALCULATIONS PROJECT: Advanced Endodontics TI PROJECT ADDRESS: Red Rock Center - Bldg C 12115 SW 70th Ave. Suite 201, Tigard, OR 97223 PROJECT No.: A17210 DATE: November 15,2017 PERMIT SUBMITTAL P Client: `� Advanced * Endodontics *11 if Contents: /17° 77 le7%, �. Structural 1-6 Calculations Ex RE's',2/311 o< Water Heater W1 Anchorage Microscope M1-3 Supplemental S1-12 Appendix A1-4 4875 SW Griffith Drive I Suite 300 I Beaverton,ORI 97005 503.620.3030 I tel 503.620.5539 I fax www . a a i e n g . c o m CE.ze...i-„,6 jors r Or-.56.A., —11.49-7-Eic_ hcArc,c. -S-kto.P ort-T ' Z0,41)5! 6.111-14-.11Z-ry: 1/2:1 PLY0-"c°62. i.s-ps i- "/E,AL_ Sru_z = O',Ea 67sf ler-Sc, = 4,,qpsf 7irr4i- )OE AZ //4°P4i Li.zvz i 2o.0 ps f A I ' It.,4Tra- 04/iri41- re- ; :170 '1 cial 0.'4 f65) 4. g',.3 = '3 '7i5-765 7Z,-.1.L .jar...s•r- .1)a-sx-E..,ti: c2 Lo"0.c, G- 4,14.:1:72.304.11.0.. ...... aire4 4= 2. +'33 e M V 5./9'6 /el —/z- V AplY .7- O.A.4. )4 LI -- 6,/68 " /ILI-. ,5 e(..._r c_r : 60 4,00 .5 /6.2 - $13 /141-c- z 33', 57 *-0.•%.- VA(...-L_ :'-' •,..., I lc 3 - 4 LA, 0 X- Ilk AAI afghan associates,inc. b—CA4Z0!)./ffrdt/r rbf:Te bt.STA Ai By:,/(1602 Date: ENGINEERING Project No.: 4875 SW Griffith Drive i Suite 3001Beaver8n,OR 197005 503 620.3030 I tel 503 620 5539 I fax Sheet: / of: www aaieng com • • 0.401:440 4x, 62.3, 04- Z..77 1/ r Pt-4,4/E: Spsf E 4 #E45A D51 ,/ "46 S 4,44) ; 67, 6-3 / ,A)Cr)14 67,5-3 t-/ .z..0/96 3 0 c)7‘._ Ix's/ 6-72./-t oe,S'/6.2 - 47'3 57-64 (3 454°e-/‘fr (e-- 54644A/ 6i 64,7-5260-43 5 46, 3 5;2,5 4r44/:Jarsr foti-1- aro"- (2)4ettSila-44 5 56$6 0 `a 10- 6 oo sup -ti3 <440....7.-2 57.2, 7(1,3 3)-2: ,,/` -a,. 3 '& I/1;714 L'"- -Q" /O --5:43 41-1- #0,444/e41_,T1-a 5 AAI aighan associates,inc. eola. 0E0 t re,4/ By:Ata. Date: ENGINEERING A 701 10 4S75 SW Gnflith Drive I Suite 300 I Beaverton,OR j 97005 Project No 503 620,30301 tel 503 620 5539 I tax vvww aaleng com Sheet: 2., of: g-ArrkltAli ZATVW4L_et-hc0 Ks. Pe- Fe),e,al , ' 4Ar P41 Ciiir 4410 : ,ge P 7Pt 575,j Ai/ ,z47,4x gv .,/, As ‘,04 a , ,-- 14/ 0. 7 42,3Y.7 715•6, \ C:-..v. 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T-;c-,004if ILI-Do(464-r to,,57 F0 itA e,A.) ,....c1.1) afghan associates,inc. i(1 e05C 6.,6- ._S-i-tiqvh,c7-- By:_ii_ Date: ENGINEERING Project No.: 4875 SW Grimm Drive I Suite 300 1 Beaverton,OR I 97005 503..620.3030 I tel 503.620,5539 1 fax www.aaieng corn Sheet: ,ric.2., of: . . d.4.4,ce_vrem, 16m5r6.✓S ' ",' X r4rFrt i • ,°` " 6�t /,/.s lbs i.s b 'Ppilifif el 0-4 : APA 5-11;"- ; I7 /6_, t__... 6"E '-'-1 : 209 3//. —N 3 4 p9 kL4Ax 6 '. PALS- = 3z � , 7 /7ai6s 0,1c._ it61.4.,'CLZ'P: TSL Ax -2. ( /61/45.. ea-x.07 -44/6,E 4�. -r: •123444 lbs F rE*-was g Cg. 042 S."^ 5 u.t,towTA Peer 465/, c.4-P .v S I--"ct:.ir s (46 0/0 -S.NS •0 0;4 CLL PZ-x.G. IlkI I afghan associates,inc. .."et e 0 S e, op ;, ,t..- By: Date: ENGINEERING �l7�'0 Project No.: 4875 SW Griffith Drive I Suite 300 1 Beaverton,OR 1 97005 503.620.3030 I tel 503.620 5539 I fax www.aaien9.com Sheet: •-3. of: File=F:12017%17210-Dr Bony TI\DR Barry‘drbarryed General Beam Analysis ENERCALC,INC.1983.2015,Build:6.15.12A Ver.6.17.8.31 Lic.#: KW-06009892 Licensee: AAI Engineering Description: Water Heater+joist General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 5.040 ft Area= 0.2910 inA2 Moment of Inertia = 4.630 inA4 Of 0 17214 0400211.10041 Sp =5 040 tt Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: D=0.1725 k A 2.520 ft Uniform Load: D=0.0280, L=0.040 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending= 0.433k-ft Maximum Shear= 0.2576 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.520ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.004 in 13872 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.013 in 4521 Max Upward Total Deflection 0.000 in 0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.258 0.258 Overall MINimum 0.094 0.094 +D+H 0.157 0.157 +D+L+H 0.258 0.258 +D+Lr+H 0.157 0.157 +D+S+H 0.157 0.157 4040.750U+0.750L+H 0.232 0.232 +0+0.750L+0.750S41 0.232 0.232 +D+0.60W+H 0.157 0.157 +D+0.70E+H 0.157 0.157 +0+0.7501J+0.750L+0.450W+H 0.232 0.232 +0+0.750L+0.750S+0.450W+H 0.232 0.232 +D+0.750L+0.750S+0.5250E+H 0232 0.232 +0.60D+0.60W40.60H 0.094 0.094 +0.60D+0.70E+0.60H 0.094 0.094 D Only 0.157 0.157 Lr Only L Only 0.101 0.101 S Only W Only E Only H Only St CFS Version 8.0.5 Page 1 . Section: Section 1.sct Mary Ryan Double Channel 6x1.625x0.5-18 Gage AAI Engineering Rev. Date: 10/31/2017 6:15:31 PM By: Mary Ryan Printed: 10/31/2017 6:18:22 PM I Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 3.9902 in'6 Torsion Constant Override, J 0 in^4 Connector Spacing 36 in Right Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.071200 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.071200 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.071200 Double 0.000 0.0000 3.0000 4 1.6250 0.000 0.071200 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 Left Channel, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance _ (in) (deg) (in) Coef. (in) (in) 1 0.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 2 1.6250 0.000 0.071200 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.071200 Double 0.000 0.0000 3.0000 4 1.6250 180.000 0.071200 Single 0.000 0.0000 0.8125 5 0.5000 270.000 0.071200 None 0.000 0.0000 0.2500 ,2. CFS Version 8.0.5 Page 2 Section: Section 1.sct Mary Ryan Double Channel 6x1.625x0.5-18 Gage AAI Engineering Rev. Date: 10/31/2017 6:15:31 PM By: Mary Ryan Printed: 10/31/2017 6:18:22 PM - Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 10.673 k Maxo 30.510 k-in Mayo 5.473 k-in Ae 0.58216 inA2 Ixe 4.6320 inA4 Iye 0.4501 inA4 Sxe(t) 1.5440 inA3 Sye(1) 0.2770 inA3 Tension Sxe(b) 1.5440 inA3 Sye(r) 0.2770 inA3 Ta 17.661 k Negative Moment Negative Moment Maxo 30.510 k-in Mayo 5.473 k-in Shear Ixe 4.6320 inA4 Iye 0.4501 inA4 Vay 2.831 k Sxe(t) 1.5440 inA3 Sye(1) 0.2770 inA3 Vax 3.108 k Sxe(b) 1.5440 inA3 Sye(r) 0.2770 inA3 Full Section Properties Area 0.89376 in'2 Wt. 0.0030388 k/ft Width 19.817 in Ix 4.6320 inA4 rx 2.2765 in Ixy 0.0000 inA4 Sx(t) 1.5440 inA3 y(t) 3.0000 in a 0.000 deg Sx(b) 1.5440 inA3 y(b) 3.0000 in Height 6.0000 in Iy 0.4501 inA4 ry 0.7096 in Xo 0.0000 in Sy(1) 0.2770 inA3 x(1) 1.6250 in Yo 0.0000 in Sy(r) 0.2770 inA3 x(r) 1.6250 in ix 0.0000 in Width 3.2500 in jy 0.0000 in I1 4.6320 inA4 rl 2.2765 in I2 0.4501 inA4 r2 0.7096 in Ic 5.0821 inA4 rc 2.3846 in Cw 3.9902 inA6 Io 5.0821 inA4 ro 2.3846 in J 0.0006060 inA4 57 . Column: N/1 Shape: 6005162-43 Material: A570 Gr.33 Length: 10 ft I Joint N1 J Joint: N2 Envelope Code Check: 0.531 (LC 2) Report Based On 97 Sections .56 at 0 ft .034 at 0 ft Vy ._, k -.034 at 10 ft A k 1.324 at 5 ft f(y) il11111100. ksi M k-ft -1.324 at 5 ft 1.253 at O ft D in \ss........................"/ fa ksi -.022 at 5 ft AISI S100-12:ASD Code Check Max Bending Check 0.531 (LC 2) Max Shear Check 0.024 (LC 2) Location 5 ft Location 10 ft Equation C5.2.1-1 Max Defl Ratio L/5348 R(D6.1.1) Not Used Out Plane In Plane Fy 33 ksi Cm 1 A eff. (Fy) .291 inA2 Pn/n 1.575 k Lb 5 ft 10 ft A eff. (Fn) .38 inA2 Tn/n 8.833 k KUr 104.274 52.673 ly eff. .148 inA4 - Mn/s/ .496 k-ft Sy eff. (L) .359 inA3 Vn/n 1.415 k L Comp Flange 10 ft Sy eff. (R) .123 inA3 Cb 1.136 lz eff. 2.316 in"4 Sz eff. (T) .772 inA3 Sz eff. (B) .772 inA3 • General Beam AnalysisFile=ewsersvflryanrooalartaiy 5 ENERCALC,INC.1983-2015,Build:6,15.129,Ver.8.17.8.31 Lic.#:KW-06009892 Licensee :AAI Engineering Description: Joist Capacity Check - _General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 inM oreoe :s LS Span=30.0 fl _Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.040, L=0.1330 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending= 19.463k-ft Maximum Shear= 2.595 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 15.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.843 in 427 f Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1.096 in 328 Max Upward Total Deflection 0.000 In 0 Summary of Values per Beam Span Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 0.00 Span 1 2.595 0.000 Overall MAXimum Envelope 3.00 Span 1 2.076 7.007 Overall MAXimum Envelope 6.00 Span 1 1.557 12.456 Overall MAXimum Envelope 9.00 Span 1 1.038 16.349 Overall MAXimum Envelope 12.00 Span 1 0.519 18.684 Overall MAXimum Envelope 15.00 Span 1 0.000 19.463 Overall MAXimum Envelope 18.00 Span 1 -0.519 18.684 Overall MAXimum Envelope 21.00 Span 1 -1.038 16.349 Overall MAXimum Envelope 24.00 Span 1 -1.557 12.456 Overall MAXimum Envelope 27.00 Span 1 -2.076 7.006 Overall MAXimum Envelope 30.00 Span 1 -2.595 0.000 +D+H 0.00 Span 1 0.600 0.000 +D+H 3.00 Span.1 0.480 1.620 +D+H 6.00 Span 1 0.360 2.880 +D+H 9.00 Span 1 0.240 3.780 +D+H 12.00 Span 1 0.120 4.320 +D+H 15.00 Span 1 0.000 4.500 +0+1-I 18.00 Span 1 -0.120 4.320 +D+H 21.00 Span 1 -0.240 3.780 +D+H 24.00 Span 1 -0.360 2.880 +D+H 27.00 Span 1 -0.480 1.620 +D+H 30.00 Span 1 -0.600 0.000 +D+L+H 0.00 Span 1 2.595 0.000 • General Beam Analysis =C� " � ENERCALC.INC.1983-2015,8uik$6.15.12.9,Ver.6.17.8,31 Lic.#: KW-06009892 Licensee:AAI Engineering Description: corridor Joist Check w/seismic General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 sa0e644`roa4e7n I. f 1641 , i E(0.519) E(V 79) D(0,041 ,rl. t LS Span a 30,0 M1 g Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.040 k/ft, Tributary Width=1.0 ft Point Load: E=0.5190 k A 20.417 ft Uniform Load: L=0.06640 k/ft,Extent=0.0->>12.417 ft, Tributary Width=1.0 ft Uniform Load: D=0.0640, L=0.04875 k/ft,Extent=12.417->>25.333 ft, Tributary Width=1.0 ft Uniform Load: L=0.1064 k/ft,Extent=25.333->>30.0 ft, Tributary Width=1.0 ft Point Load: E=0.5190 k na,25.630 ft DESIGN SUMMARY Maximum Bending= 15.866k ft Maximum Shear=.. 2.307 k s Load Combination +D+0.750Li0.750S+0.5250E+H Load Combination +D+0.750L+0.750S+0.5250E+H ! Location of maximum on span 16.800ft Location of maximum on span 30.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.370 in 971 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.882 in 408 Max Upward Total Deflection 0.000 in 0 Summary of Values per Beam Span Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 0.00 Span 1 1.833 0.000 Overall MAXimum Envelope 3.00 Span 1 1.513 5.019 Overall MAXimum Envelope 6.00 Span 1 1.194 9.080 Overall MAXimum Envelope 9.00 Span 1 0.920 12.184 Overall MAXimum Envelope 12.00 Span 1 0.650 14.329 Overall MAXimum Envelope 15.00 Span 1 0.31.0 15.644 Overall MAXimum Envelope 18.00 Span 1 -0.341 15.761 - Overall MAXimum Envelope 21.00 Span 1 -0.866 14.453 Overall MAXimum Envelope 24.00 Span 1 -1.288 11.222 Overall MAXimum Envelope 27.00 Span 1 -1.947 6.381 - Overall MAXimum Envelope 30.00 Span 1 -2.307 0.000 +D+H 0.00 Span 1 0.907 0.000 +D+H 3.00 Span 1 0.787 2.540 +D+H 6.00 Span 1 0.667 4.719 +D+H 9.00 Span 1 0.547 6.539 +D+H 12.00 Span 1 0.427 7.998 +D+H 15.00 Span 1 0.141 8.885 +D+H 18.00 Span 1 -0.171 8.840 +D+H 21.00 Span 1 -0.483 7.860 +D+H 24.00 Span 1 -0.795 5.944 SIP Ale=C:wsersVnryantDesktopolrbary.ec6 General Beam Analysis C.INc:S8a.201t On 16.16:1 Ve1.1 e, Lic.#: KW-06009892 Licensee:AAI Engineering Description: Microscope support-Load Case 1 General Beam Properties_ Elastic Modulus 29,000.0 ksi Span#1 Span Length = 10.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in^4 D0 25) ament LI:042) i { Span.10,0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0140, L=0.020 k/ft, Tributary Width=1.0 ft Point Load: D=0.250k(a)3.50ft DESIGN SUMMARY Maximum Bending= 0.956k-ft Maximum Shear= 0.3325 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in 76719 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.005 in 22137 Max in 0 Upward Total Deflection 0.000 P Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.333 0.258 Overall MINimum 0.100 0.095' +D+H 0.233 0.158 +D+L+H 0.333 0.258 +O+Lr+H 0.233 0.158 +D+S+H 0.233 0.158 +D+0.750Lr+0.750L+H 0.308 0.233 +D+0.750L+0.750S+H 0.308 0.233 +D+0.60W+H 0.233 0.158 +D+0.70E+H 0.233 0.158 +0+0.750Lr+0.750L+0.450W+H 0.308 0.233 +D+0.750L+0.750S+0.450W+H 0.308 0.233 +D+0.750L+0.750S+0.5250E+H 0.308 0.233 +0.60D+0.60W+0.60H 0.140 0.095 +0.60D+0.70E+0.60H 0.140 0.095 D Only 0.233 0.158 Lr Only L Only 0.100 0.100 S Only W Only ) E Only H Only S7 General Beam Anal • s• r =C:\UsersVnryan\Desktopldrbarry.ec6 Y ENERCALC,INC 201 tL129 Vera17a8,31 Lic.#:KW-06009892 Licensee:AM Engineering Description: Microscope support-Load Case 2 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 10.0 ft Area= 1.110 inA2 Moment of Inertia = 5.630 inM D(.1) 00.07 10.021 i i span 10.0 M12 , Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0140, L=0.020 k/ft, Tributary Width=1.0 ft Point Load: D=0.10 k a 3.50 ft Moment: D=0.5750 k-ft,Loc=3.50 ft in span DESIGN SUMMARY Maximum Bending= 0.988 k-ft Maximum Shear= 0.2625 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.500ft Location of maximum on span 10.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.028 in 4319 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.086 in 1395 Max Upward Total Deflection -0.000 in 809527 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.178 0.263 Overall MINimum 0.047 0.098 ' +O++1 0.078 0.163 +D+L+H 0.178 0.263 +D+Lr+H 0.078 0.163 +D+S+H 0.078 0.163 +0+0.750Lr+0.750L+H 0.153 0.238 +D+0.750L+0.750S+H 0.153 0.238 +D+0.60W+H 0.078 0.163 +D+0.70E+H 0.078 0.163 +0+0.750Lr+0.750L+0.450W4I 0.153 0.238 +D+0.750L+0.750S+0.450W+H 0.153 0.238 +0+0.750L+0.750S+0.5250E41 0.153 0.238 +0.600+0,60W+0.60H 0.047 0.098 +0.600+0,70E+0.60H 0.047 0.098 D Only 0.078 0.163 Lr Only L Only 0.100 0.100 S Only W Only E Only H Only v General Beam Analysis File= .ecli Y ENERCALG�INC.1983-2015.8 16.15.129 Vet:117.8.31 Lic.#: KW-06009892 Licensee:AAI Engineering Description: Microscope support-Load Case 3 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 10.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 5100051 f i Span•10A R Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: E=0.0050 k/ft, Tributary Width=1.0 ft Point Load: E=0.1735 k na 3.50 ft DESIGN SUMMARY Maximum Bending= 0.316k-ft Maximum Shear= 0.09644 k Load Combination +D+0.70E+H Load Combination +D+0.70E+H Location of maximum on span 3.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in 51889 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.002 in 74127 Max Upward Total Deflection 0.000 in 0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.138 0.086 Overall MINimum 0.072 0.045 +D+4 +D+L+H +D+Lr4f +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +0+0.60W+H +0+0.70E+H 0.096 0.060 +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+H 0.072 0.045 +O.60D+0.60W+0.60H +0.60D+0.70E+0.60H 0.096 0.060 D Only Lr Only L Only S Only W Only E Only 0.138 0.086 H Only 5I CFS Version 8.0.5 Page 1 • Section: Section 2.sct Mary Ryan Double Channel 6x1.625xO.5-16 Gage AAI Engineering Rev. Date: 11/1/2017 9:56:44 AM By: Mary Ryan Printed: 11/1/2017 9:57:29 AM IBJ Section Inputs Material: A653 SS Grade 50/1 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 4.8722 inA6 Torsion Constant Override, J 0 in'4 Connector Spacing 0 in Right Channel, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.084900 Double 0.000 0.0000 3.0000 4 1.6250 0.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.084900 None 0.000 0.0000 0.2500 Left Channel, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape - Length Angle Radius Web k Hole Size Distance - (in) (deg) (in) Coef. (in) (in) 1 0.5000 -90.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 0.000 0.084900 Single 0.000 0.0000 0.8125 3 6.0000 90.000 0.084900 Double 0.000 0.0000 3.0000 4 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 270.000 0.084900 None 0.000 0.0000 0.2500 510 • CFS Version 8.0.5 Page 2 Section: Section 2.sct Mary Ryan Double Channel 6x1.625x0.5-16 Gage AAI Engineering Rev. Date: 11/1/2017 9:56:44 AM By: Mary Ryan Printed: 11/1/2017 9:57:29 AM Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 50/1, Fy=50 ksi Compression Positive Moment Positive Moment Pao 19.526 k Maxo 55.604 k-in Mayo 9.765 k-in Ae 0.70293 inA2 Ixe 5.6308 inA4 Iye 0.5334 inA4 Sxe(t) 1.8572 inA3 Sye(1) 0.3303 inA3 Tension Sxe(b) 1.8971 inA3 Sye(r) 0.3262 inA3 Ta 33.314 k Negative Moment Negative Moment Maxo 55.604 k-in Mayo 9.765 k-in Shear Ixe 5.6308 inA4 Iye 0.5334 inA4 Vay 5.645 k Sxe(t) 1.8971 inA3 Sye(1) 0.3262 in"3 Vax 5.697 k Sxe(b) 1.8572 inA3 Sye(r) 0.3303 inA3 Full Section Properties Area 1.1127 inA2 Wt. 0.0037831 k/ft Width 19.659 in Ix 5.7217 inA4 rx 2.2677 in Ixy 0.0000 inA4 Sx(t) 1.9072 inA3 y(t) 3.0000 in a 0.000 deg Sx(b) 1.9072 inA3 y(b) 3.0000 in Height 6.0000 in Iy 0.5517 inA4 ry 0.7042 in Xo 0.0000 in Sy(1) 0.3395 inA3 x(1) 1.6250 in Yo 0.0000 in Sy(r) 0.3395 inA3 x(r) 1.6250 in jx 0.0000 in Width 3.2500 in jy 0.0000 in I1 5.7217 inA4 ri 2.2677 in I2 0.5517 inA4 r2 0.7042 in Ic 6.2734 inA4 rc 2.3745 in Cw 4.8722 inA6 Io 6.2734 inA4 ro 2.3745 in J 0.0011882 inA4 Siff General Beam Analysis File=P1281AM/210-txt3anyThD earryla#bergerr8 B4ERCALC,NCa983.2015.BC 6,1512,9,Ver.17.8.3j Lica#: KW-06009892 Licensee:AA!Engineering Description: Joist Check for Microscope loads General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 30.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 u an 'I? ♦ L%oii ♦� ♦ 1 i ♦ ♦ �jr + o .16 L(01ploisi.L(o,1! # _....._ Span=30.0ft & Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.040 k/ft, Tributary Width=1.0 ft Uniform Load: L=0.0670 k/ft,Extent=0.0->>13.833 ft, Tributary Width=1.0 ft Uniform Load: L=0.1070 k/ft,Extent=13.830->>18.50 ft, Tributary Width=1.0 ft Uniform Load: L=0.0670 k/ft,Extent=13.583->>30.0 ft, Tributary Width=1.0 ft Point Load: D=0.1630, L=0.10 k @ 23.250 ft Point Load: D=0.1630, L=0.10 k @ 25.250 ft DESIGN SUMMARY Maximum Bending= 17.140k-ft Maximum Shear= 2.307 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 15.900ft Location of maximum on span 30.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.632 in 569 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.946 in 380 Max Upward Total Deflection 0.000 in 0 Summary of Values per Beam Span Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) S'an ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 0.00 Span 1 1.945 0.000 Overall MAXimum Envelope 3.00 Span 1 1.624 5.355 Overall MAXimum Envelope 6.00 Span 1 1.303 9.746 Overall MAXimum Envelope 9.00 Span 1 0.982 13.175 Overall MAXimum Envelope 12.00 Span 1 0.661 15.640 Overall MAXimum Envelope 15.00 Span 1 0.198 17.048 Overall MAXimum Envelope 18.00 Span 1 -0.444 16.680 - Overall MAXimum Envelope p 21.00 Span 1 -0.818 14.721 Overall MAXimum Envelope 24.00 Span 1 -1.402 11.588 Overall MAXimum Envelope 27.00 Span 1 -1.986 6.440 Overall MAXimum Envelope 30.00 Span 1 -2.307 0.000 +D+H 0.00 Span 1 0.662 0.000 +D+H 3.00 Span 1 0.542 1.807 +D+H 6.00 Span 1 0.422 3.255 +D+H 9.00 Span 1 0.302 4.342 +D+H 12.00 Span 1 0.182 5.070 +D+H 15.00 Span 1 0.062 5.437 +D+H 18.00 Span 1 -0.058 5.445 +D+H 21.00 Span 1 -0.178 5.092 +D+H 24.00 Span 1 -0.461 4.257 51z • (� Residential Electric i) ppm Water ProfeulonalClassic Plus i{S It l Water Heaters Darren 4KaNa1a1 ..._ .. Professional Classic Plus°Specifications t. DESCRIPTION FEATURES ROUGHING E4 DIMENS4ONS(SHOWN IN INCHES; ENERGY INFO. T aRs EF MORN V NOMINAL RAO F ISTIIOU R RRETHOUR RECOYNEWTF/ TANK NET TO AMOK ENERGY _ P GALLON GALLON MDOEL WINO RATING M GAN. MERONT WATER CMM. DIAMETER SHIP WE ORM MICR a GWACIIY CAPACITY MIM0E1 GOAT. 0.AI1. 110'F RME A It C 5J1.f FACTOR WI Tall 30 27 PRO+E30 T211495 EC1 48 48 21 47-1/2 50-3/6 19-1/4 92 0.95 t 0.92 e Tall 40 36 PRO+E40 T2 RH95 EC1 55 57 21 60-3/4 63-6/0 19-1/4 109 0.96 0.93 _ Tall 50 45 PRO+E50 T2 RH95 EC1 63 67 21 58-5/8 61-5!8 20-3/6 121 0.95 0.93 TWl 55 55 PRO+E5512 RH94 EC1 _ 67�.._ _...__71 .21 57 59-3/4 22-1/4 126 0.94 0.92 -•,,40 Med 30 27 PRO.E30 M2 RH95 EC1......_..._45 .__.. 44--- 21 37-1/2 40-12. 20-1/4 92 0.95 0.92 Med. 40 36 PRO+E40 M2 RR95 EC1 t 54 55 21 48-1/4 50-1/2 20-1/4 106 0.95 0.93 Med. 50 45 PRO+E50 M2 RH95 EC1 82 65 21 46 50.1/2 23 132 0.95 0.93 Uniform Energy Factor Energy Factor and rated gallon capeciti based on Department of Energy(DOE)requirements. •Heaters furnished with standard 240 volt AC,single phase non-simuReneae Wring,and 4500 watt upper and lower heating elements. r •If healing element of dement wittugee than these shown are demanded by zone niquImmente,they must be specifically i w n-1 ted- 0 r} A •Spacial wring Options- ended number of spocfel wirng options au avale ile.Consult factory the pine and availabidy. •Al models a Matta d with heal daps. NDT gi't WATER CO�p Recovery=wattage/2.42 x tamp,rte•F. CONNECTION • COWlECRON Example' 4500W =21 GPH RELIEF VALVEr 2.42x90• CON RIZTION i .-=_ . R00 ..Recovery calculations used are based on 4500 watt elements used n rm.sirasAteneous operation. fM NIARIETm A O B 1 III WATER CONNECTIONS AU.3/4•N.P.T. In keying with its policy of continuous potstresss and product improvement,Rheem reserves the right to make changes without notice. Rheem Water Heating • 101 Bell Road Montgomery,Alabama 36117-4305 • www.rheem.com -� r; :� � ; h_HnHE :nr mai PRINTED IN MBA 04/17 WP FORM NO.111104E RNNE N Rev.a 1 Al 10/27/2017 Design Maps Summary Report IIUSGS Design Maps Summary Report • User-Specified Input Report Title Red Rock Creek Center Seismic Fri October 27, 2017 18:33:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43276°N, 122.75021°W Site Soil Classification Site Class D - "Stiff Soil" _ Risk Category I/II/III z, J:" N ; alp B # 'a*: SL 4 f , 1T , ,� Tv .Y dau "'s.Y. S 4 �', 1,0 r USGS-Provided Output Ss = 0.980 g SMS = 1.086 g SDS = 0.724 g S1 = 0.423 g SMl = 0.668 g SD1 = 0.445 g For information on how the SS and Si 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. DACE Resptxise Spectrum Design Response Spectrum 1.iU arm ass a;2 Qa S atrt a n .16 ata 76, +Ito v°, aVs , u a+1.0 I a.44 a I: Q 31 Q24 a72 O16 111 aOS 4iri arJu Rao a.A1 1/a 460 a40 t.:VI I.;KJ 11+7 1.CA 1.93 7100'• ace GO- CI.a3 tlegi ace YJ 1.IfJ I 4.0 I,e73 1.97 2.CU Period r(sec) Per T(ser) For PGAM,11, CRS, and Ca, 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 of the data contained therein,This tool is not a substitute for technical subject-matter knowledge. ttps://earthquake.usgs.gov/en2/designmaps/us/summary,php?template=minimal&latitude=45.432759&longitude=-122.750207&siteclass=3&riskcateg... 1/1l— Section No. 3 Dimensions 3.1.4. Ceiling Mount - Models MW725C8, MW725C9, MW725C10 • nom 5 O�tumn Lelfg M 2tft 36" t 7/16" Dia. \'e— 16" si 0 08' Q ( f. O f 18„ l)0 Dai (46 cm) II 14 26.25" Mounting Plate (67 cm) Dimensions V ® 24" 20.25" (61 cm) (51 cm) COUPLERS Straight Recommended Mounting Post 14.A2'11' 4.A2n" gl(36edcm) End Height: *; 14.2" (36 cm) Dental Installs:*79"(201cm)to 85"(216cm) wwti, Counterbalanced ENT Installs:85"(216cm)to 91"(231cm) 15" (38 cm) Notes: II\ MW713E Extension Arm *Subtract 3"(8cm)from Mount Post End i� (optional) Height H not using optional MW713E *56„ Extension Arm. (142 cm) •Add 6"(15cm)to Mount Post End Height if r mounting the MW1300WC Integrated Dental a Light.This will be limited if installing with me an 8'ceiling. 4 *Minimum 4"clearance required between 8" 1 — Ceiling and the top of the Ughtsource (20 cm) —20* Housing if using the MW794X-725 Ultra- 5; Source II"Ughtsource. *41.5" w (105 cm) I. *Systems may be installed lower if required by ceiling height or accessories. 11" l — (28 cm) ,26" *55" (66 cm) to (140 cm) * Dimensions shown are at 79"in height. Figure 3-4. Ceiling Mount(Models MW725C8, MW725C9, MW725C10) Dimensions 3-4 Microscope Systems 1-800-861-3610 6 110-013-055 Rev.0 4PO5OION A Section No.4 Site Preparation CAUTION: TWO people will be required to install the Ceiling Mount assemblies. WARNING: THE SUPPORTING STRUCTURE FOR BOTH THE CEILING MOUNT AND WALL MOUNT _ INSTALLATION MUST BE CAPABLE OF SUPPORTING A MINIMUM WEIGHT OF 500 LBS (226.8 KG). - The following items will be the responsibility of the customer (or a construction contractor hired by the customer): • Provide properly grounded, hospital grade duplex electrical outlet(115 VAC, 15 Amp, 60 Hz; or 230 VAC, 15 Amp,50/60 Hz) above the mounting surface and within 2 feet of the center of the microscope, recommended to be connected to a separate circuit breaker with the electrical outlet controlled by a wall switch. • Provide a mounting surface which is at the proper height for the unit purchased, and which will support a weight of 500 pounds. All structural requirements are the customer's responsibility. • Attach the microscope mounting plate and column assembly to the ceiling, ensuring that it is secure,the column is level, and the light source is plugged into the electrical outlet. The Global sales representative will be responsible for completing the rest of the installation. 4.3.1. Conventional Ceiling Applications Column Assembly 1/4"Flat Washer _ „ ,,114”Flat Washer Nut ` "-- Safety Bolt ~ .N. Ceiling Joist r .,, 1/4"Split ~ �,. AMIE - �� ` AC Receptacle Lock Washer -� --- ' . (Customer 14 /,�'r°''i0 . Provided) Cupiiii N. `-- ,tit:,, ��,: ala ' �t Flat — ' �"` /'0,..... "..) \ \" Washer Column Hex Headit Clamp --. Light Wood Screw - Source (6 places) [ Power Cord 441111 .40 Protective Cap / Mounting Plate NOTE Ughtsource �� Housing When mounting above the visible ceiling,the mounting plate should be turned upside ft down, with the column clamp facing down, for extra rigidity. 1 ",„.„, 141 Figure 4-6. Conventional Ceiling Installation 4-6 Microscope Systems 1-800-861-3610 G , ;A, 110-013-055 Rev. C SURGICAL CORPORATION I I I GENERAL NOTES: • CONTRACTOR TO VERIFY ALL EXISTING STRUCTURES AND ///// DIMENSIONS. NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE START OF WORK • ALL CONNECTORS AND BLOCKING AT WALLS PER 3/S1.2 ANCHORS TO BE SIMPSON PLATFORM BEAM: 2 (2)600S162-54 BACK TO BACK I STRONGTIE. 11.12 W/(2)#10 SMS SCREWS @ 12" I 11.1 • ALL NAILS TO BE COMMON WIRE TYP. O.C. . • ALL LUMBER TO BE KILN DRIED MICROSCOPE Ifik , I _ DFL#2 U.N.O. 1 LOCATION, TYP. _ • METAL STUDS TO BE FY=33KSI • FOR 18 GA AND BELOW. E.) FY=50KSI FOR 16GA AND BRACE TO ROOF TRUSS PER N ABOVE. 6/S1.3 AND 3/S1.2, TYPICAL • NOT ALL EXISTING FRAMING EACH END POST LOCATION. H 0 SHOWN FOR CLARITY. PLEASE 1 �® REFERENCE EXISTING PLATFORM POSTS: 11.1 I TYP.@FLOOR BELOW TYP.@ FLOOR BELOW DRAWINGS. (2)4001162-43 BACK TO BACK 1/2" PLYWOOD DIAPHRAGM TOP AND I BRACE PER 3/S1.2 AND 5/S1.3, TYPICAL O.C..W/(2)#10 SMS SCREWS @ 12 BOTTOM W/ #8 SMS SCREWS(MIN) AT MICROSCOPE LOCATIONS.ALIGN AT 6"O.C.AT ALL EDGES. PROVIDE I BRACE WITH TRUSS ABOVE. ADD r FLAT BLOCKING AT PLYWOOD EDGES. BLOCKING PER 3/S1.2. NOTE: WHERE MICROSCOPE BEAM PARTITION WALLS, _71 NOTE: OCCUR AT WOOD STUD TYPICAL WALLS USE DETAIL 4/S1.2 FOR END CONDITION. MICROSCOPE PLATFORM FRAMING 1 P S�.0 SCALE: 1/2"= 1'-0" NORTH litMl,t4Q, • +a t "o A' 11,2, 1 AAI ENGINEERING DATE: 11/15/2017 ii J 2°", ALLRIGHTS RESERVED SHEET ENDODONTICS T.I. SHEET TITLE AAIDRAWN: MCR • aR;'t � THESE DRAWINGS ARE THE afghan associates,inc. MICROSCOPE .O PROPERTY OF AAI ENGINEERING CHECKED: HRA y-9,c, �s� 17, Qom' AREPRODUCED ND ARE NOT TO BE USED OR RED ROCK CENTER - BLDG C PLATFORM/D R es' EXCEPT WITH ITHE PRIORFILE: A17210S10 MANNER, ENGINEERING FRAMING WRITTEN PERMISSION OF AAI 4875 SW Griffith Drive Suite 300 I Beaverton,OR 197005 12115 SNI 70TH AVE - SUITE 201 JOB NUMBER: ENGINEERING 503.620.3030 tel I 503.620.5539 fax I www.aaieng.com TIGARD, OREGON 97223 A17210 EXPIRES: 12/31/17 I 1 OF 5 2X10 BLOCKING EA. SIDE #10 SMS TYPICAL (2)#10 SMS @ 12"O.C., TYP. #10 X 4"WOOD SCREWS @ 12"O.C. 18 GAGE TRACK BEAM PER PLAN l //0•21M1111111 ..1 - Illig `� ` II :22 ii lii 'ii.22 1'—4 2>: l �/ 24 22 2> 2% i'2 27'i/4:' 2 2. i'7' > 22' 111 r 1 .1 7-22 ., " _ II ` ,;' A . , (2)#10 SMS @ 12"O.C., TYP. 1 [...±1:._ • ' ` I POST PER PMS:. LANTOP TRACK TO MATCH STUD GAGE. _e-- NEW NEW 4X8 DFL#2 BEAM AT POST/STUD LOCATION W/ TYPICAL CONNECTION SIMPSON HUS48 @ EA. END. IIIIIIMIIIM\ 4/ Ili 'A, IMO= :. (3)#10 X 4"WOOD SCREWS, TYP AT VERT. • 2X4 VERTICAL @ PANEL POINT EA. SIDE (2) 18 GAGE TRACK (2)#10 SMS @ 12"O.C., TYP. PANEL POINT TYP. NOTE: EXTEND TRUSS REINFORCING (1) PANEL POINT BEYOND NEW BEAMS EACH DIRECTION. CONNECTION AT INTERIOR WALL 1 FLOOR TRUSS REINFORCEMENT AT DOUBLE STUDS S1.1 SCALE: 1"= 1'-0" 2 POST TO BEAM DETAILS S1.1 SCALE: 1-1/2"= 1-0" S�wVCTU1 AGI NFo /a 40 11,2, iii AAI ENGINEERING DATE: 11/15/2017 i, i 20,7, ALL RIGHTS RESERVED ADVANCED ENDODONTICS T.I. SHEET TITLE AA IDRAWN: MCR r, 411;' THESE DRAWINGS ARE THE afghan associates,inc. CON N ECTIO N oF Aim ENGINEERING DETAILS CHECKED: HRA S 1 . 1 's''''& �Y 17, �9G�� Q� REPRODEYNOT TO BE USED OR RED ROCK CENTER — BLDG C 1 VD p`G� EXCEPTD WITH ITHE PRIOR 12115 ENGINEERING FILE: A17210S11 12115 SIN 70TH AVE — SUITE 201 WRITTEN PERMISSION OF AAI 4875 SW Griffith Drive I Suite 300 I Beaverton,OR 197005 JOB NUMBER: ENGINEERING 503.620.3030 tel I 503.620.5539 fax I www.aaieng.com TIGARD, OREGON 97223 EXPIRES: 12/31/17 A17210 2 OF 5 PLYWOOD AND SCREWS RIPPED 4X8 BLOCKING WI PER PLAN, TO BEAM AND SIMPSON A34 @ EA. END, EA :LOCKING SIDE W/(3)#10 SMS TO BEAM AND(4)8D NAIL TO \\ BLOCKING. // WOOD STUD WALL BY BEAM PER PLAN \ \ / / OTHERS \ \ / /\ \ .,ice_Eirmw .,m...�..�i�.iipi�iAmrpw.ww...T. / / 164111"...minnPrm \\ 4i ' _ _ _ IV / 400S162-43 BRACE,ALIGN \ _ _ _ // I 1 BRACE W/ROOF TRUSS \ IR V € € to � / 1 NEAREST TO MICROSCOPE _�',,__. .__It LOCATION ADD 4X8 BLOCK " """`"""°"�"""A•"'_'"�"' AT BRACE LOCATIONS SIMPSON A34(3)#10 SMS TO BEAM AND(4)8D NAIL TO 2"X2"X18 GA CLIP ANGLE W/ LEDGER. 7/16"DIA X 6" LAG SCREW (4)#10 SMS EA. LEG, TYP. INTO BLOCKING 2X8 DFL#2 X 30" LEDGER WI MICROSCOPE SUPPORT (3) 1/4"X 6"SIMPSON SDS BRACKET(BY OTHERS) SCREWS INTO EACH STUD C3 MICROSCOPE SUPPORT DETAILS 4 BEAM TO WOOD STUD WALL CONNECTION S1.2 SCALE: 1-1/2"= 1'-0" S1.2 SCALE: 1-1/2"= 1'-0" goocruRq` ,��CD�PNOF�i G F 4° 11,2, 4.0 4, AAI ENGINEERING DATE: 11/15/2017 SHEET TITLE ` DRAWN: MCR -�E:E RA RIGHTS RESERVEDAAI ADVANCED ENDODONTICS T.I. ' r•"f .co. .R;I, THESE DRAONGS ARE THE afghan associates,Inc. CONNECTION 'So 0 �� IP * PROPEAND RTY OF AAI TO BE USEDOR � DETAILS CHECKED: HRA S1 .2 -sr/�/D F�� EXCEPT ED iN ANY PRIOR 12115 RED ROCK CENTER — BLDG C FILE: A17210S12 P WRITTEN PERMISSION OF AAI 4875 SW Drive I ENGINEERING 300 I EaE on,OR197005 12115 SIN 70TH AVE — SUITE 201 JOB NUMBER: ENGINEERING 503.620.3030 tel 1503.620.5539 fax I www.aaieng.com TIGARD, OREGON 97223 A17210 3 OF 5 EXPIRES: 12/31/17 NEW 2X6 DFL#2 BEAM AT 2X12 VERTICAL @ PANEL POINT EA. SIDE ROOFING NOT BRACE LOCATION W/ W/(2)SIMPSON LTP 4 TOP AND BOTTOM SHOWN FOR SIMPSON HUS26 @ EA. END. CLARITY BLOCK BETWEEN 2X12 W/(2) ROWS (4)#10 X 2"WOOD SCREWS @ BRACE. OF 10D NAILS @8"O.C. EA SIDE \ • 0 �i�' '� �I TRUSS REINFORCEMENT PER 1/S1.1 //frir � S (4)#10X2-1/2"WOOD ROOF TRUSS SCREWS @ BRACE. 11 1 \\__ 1//::::::/// EE PANEL POINT TYP. MEN MUM 5 ROOF TRUSS REINFORCEMENT @ PARALLEL BRACE I 6 ROOF TRUSS REINFORCEMENT @ PERPENDICULAR BRACE S1.3 SCALE: 1"= 1'-0" 51.3 SCALE: 1"= 1'-0" s' .40.1) ,4��CD�PNOFi G F 4.,S 11,2 u04, 47 D AAI ENGINEERING DATE: 11/15/2017 ,r ' ADVANCED ENDODONTICS T.I. SHEET TITLE 2017, ALL RIGHTS RESERVED DRAWN: MCR ,r`f vG•11.( N THESE DRAWINGS ARE THE I afghan associates,Inc. BRACE ING CHECKED: HRA �+ 'sq� �Y 17, 19� t AND ARE* YNOT TO OF 1 BE USED ROR RED ROCK CENTER — BLDG C DETAILS S •3 ,D ``� EXCEPTD WITH IN PRIORNNER, ENGINEERING FILE: A17210S13 12115 SW 70TH AVE — SUITE 201 WRITTEN PERMISSION OF AAI 4875 SW Griffith Drive I Suite 300 I Beaverton,OR 197005 JOB NUMBER: ENGINEERING 503.620.3030 tel I 503.620.5539 fax I www.aaieng.com TIGARD, OREGON 97223 A17210 4 OF 5 I EXPIRES: 12/31/17 FLOOR TRUSS REINFORCEMENT PER 1/S1.1 AT ALL MECHANICAL ROOM WALLS PLATFORM BEAM: (2)6005162-43 BACK TO BACK W/(2)#10 SMS SCREWS @ 12"O.C.. POST CONNECTION PER 2/S1.1. SIMPSON S/LTT HOLDDOWN W/ 1/2" DIA.X 6" LAG SCREW TO BLOCKING PER 1/S1.1., TYP. 1'-6" BLOCKING PER 3/S1.2 / 1/2"GYPSUM SHEAR WALL W/#8 SMS AT 8"O.C. (2)TOTAL FIELD AND EDGES. BLOCK ALL PANEL EDGES. TYPICAL ALL WALLS OF MECHANICAL ROOM. INSTALL FLAT 2X4 BLOCKING AROUND PERIMETERMECHANICAL ROOM STUDS TO BE 18GA MIN. OF WATER HEATER ABOVE PLYWOOD SHEATHING W/#8 X 2-1/2" WOOD SCREWS @ 6"O.C. WATER EATER LOCATIO� 3/4" PLYWOOD DIAPHRAGM W/#8 SMS SCREWS(MIN)AT 6"O.C. PLATFORM POSTS: (2)400S162-43 BACK TO BACK W/(2)#10 SMS SCREWS@ 12"O.C.-"\-1. ro-\\_SINGLE POST AND BEAM AT WALL 1 WATER HEATER PLATFORM S1.4 SCALE: 1/2"= 1,-0" coCT1.1Rq NORTH ��DPOFFs4, +Gtmoo io ,,t 40 11,2, AAI ENGINEERING DATE: 11/15/2017 /I f , 2D,7, ALL RIGHTS RESERVED ADVANCED ENDODONTICS T.I. VHEET TITLE DRAWN: MCR . r v ,R:fi THESE DRAWINGS ARE THE AAI afghan associates,inc. WATER OF HEATER CHECKED: HRA S 1 .4 's',� GAY 17� 1�� AND AREYNOT TO1 BE USEDROR RED ROCK CENTER — BLDG C 1 �/D R. pFG�� REPRODUCEDEXCEPT WITH THE PRIORNNER, ENGINEERING FILE: A17210S14 WRITTEN PERMISSION OF AAI 4875 SW Griffith Drive I Suite 3001 Beaverton,OR 197005 12115 SIN 70TH AVE — SUITE 201 PLATFORM ENGINEERING 503.620.3030tel I503.620.5539 fax 1www.aaieng.com TIGARD, OREGON 97223 JOB NUMBER: EXPIRES: 12/31/17 A17210 5 OF 5