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20-104486 -Structural Calculations-11-12-2020-V1ns-11-12-2020-V1 RECEIVED Nov 20 2020 0 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT Structural Calculations MultiCare Federal Way MMA Clinic Federal Way, Washington DCI Job Number 20011-151 November 10, 2020 Prepared for: Karsea Langlois Insight Health Care Architecture 12345 Lake City Way NE, #2108 Seattle, WA 98125 Washington I Oregon I California I Texas I Alaska I Colorado I Montana NO: D C I Em Ein���s Project Subject Project No. Sheet No. 0011 ---a l �� Y Date JAM Lc 91- l 0, ZAZ0 (,&QJp(\JTs, By VIM Cot_b -Prop-NvEAD 5T-U D- 1 , �MfV q�) A-X-L D6 N- ,O loaf VA,Ee-A V u I- - Ck)T- 5 oo---. _ _ I �) UP L-1 F7--/aVEP-70P--0 t i`]C zo Co ra t�3 EVGl�]r.� CIctLS s _ 2 � (E) C> SPA MDOP roject No. Sheet No. E n C. n E E R 5 20011-0164 Project Date MultiCare Federal Way MMA Clinic 11.10.2020 Subject By �F MRA (E) WOOD SHEATHING (6) L. oAD.s • (z. s PSF sr�s� (�o - 67rp Ivti # ; S'yE-1F , 1401VITo/i ,,Tc PP = r/7 'er . Alp = 20C :9 _..Flt LoA) PA771 STvf) Top -rmck ScA15ws 6mcc: ScXcwS EDO En c nE EFts Project MAKr 13D�1D - 1✓EDEi�,L �✓,�r Subject S'VITE za09-330 cFS Project No. Sheet No. 170/1 - om 1 2 Date By 3�- wD LA)L W 5- PSf wT.r = z 1 ps-p T-T = 1 r 7 4F -A See /qTTA(HEll Top 7-MC/c N1 c 0116/ S36 2 T i� - *3 = o , 3y-3 :h s�sE r,�o�siraR,�G, F V6 T /so - #-J a-1 �`. Jr- Fs� Ou i --OF -- Pt -A r-t uVc uoAZ Go r xs oJEF-- s 'tip, MorJITOP— , Erc, 0 SEA FEG. 5tea! 5turl Manufarruring ru. D Combined Axial and 3 ateral Load Tables 1 Psf Lateral Load Wall Spacing 350S162-(mils) 625137=(I-nils) r 362$162-(mils ` 362S200-(mils) Height (in.) 33 ksl 50 ksi 33 ksi 50 ksi 733 s 0 ksi 33 ksi 50 ksl ft o,c. 33 43 54 68 33 43 54 68 143 54 68 33 43 54 68 8 12 1,86 2.76 4.09 5.14 1.50 2.32 3.42 4,42 1.96 2.85 4.27 5.44 2.41 3.50 6.34 6.76 16 1.616 2.63 4.09 5.14 1.276 2.15' 3.42 4.42 1.71' 2.76 4.27 5,44 2.14 3.44 5.34 6.76 24 1.146 2,156 3.96' 5.14 0.85' 1.72° 3,366 442' 1 1,246 2,30' 4,22' 5.44 1.61° 2.89 5.34 6.76 9 12 1.57 2.53 3.83 4.80 1.25 2,10 3,27 4.19 1.67 2.67 4.04 5.12 2.08 3.31 5.02 6.32 16 1.27 ° 2.24 ° 3.83' 4.80 0,99 ° 1,83' 3.27' 4.19 1.376 2.38' 4.04' 5.12 1.76 ° 2.96' 5,02 6.32 24 0.73' 1.68' 3.31 ° 4.73 ° 0.50' 1.32' 2.87 ° 4.06 ° 0.83' 1.83" 3.59 ° 5,126 1.153 2.31 ° 4.59 ° 6.32' 0 12 1.26 2.17 3.53 4.43 1,00 1.80 3.07 3.91 1.37° 3.78 4.75 1.74 2.87 4.68 5.85 6 0.94' 1,84' 3.26' 4.436 0.713 1.49' 2,876 3.91 ° 1.043 .986 3.566 4.757 1.37' 2.47' 4.50' 5.85 24 0.35' 1,23' 2,67' 3.98 ° 0.17' 0.93' 2,36' 3.44 ° D.44' 2.95' 4.36 ° 0.70' 1.75' 3.79 ° 5.576 12 12 0.71 1.47 2.54 3.57 0,53 1.21 2.30 3.18 0.80 1.61 2,81 3.93 1.083 2.01 0 3,54 4.82 16 0.35' 1,09' 2.19' 3,23' 0.192 0.85' 1.99' 2.85' 0,432 1.22' 2.44' 3.57° 0.662 1.55' 3.12' 4.536 24 0.432 1.57' 2.61' 0.23' 1,43' 2.27' 0.54' 1.79' 2.92' 0.75' 2.36' 3.803 14 12 0.26 0,87 1.73 2.56 0.14 0.69 1.59` 2.28 0.34 0,99 1.93 2.83 0.53 1,26 2.45 3.58 16 0.49 2 1.382 2.212 0.33 2 1.28' 1.95' 0.60' 1.57' 2.47 2 0.80 2 2.03' 3.18' 24 0.78' 1.612 0.73' 1.37' 0.93' 1.83' 1.30' 2.46' 16 12 0.42 1.13- 1.80 0.29 1.06 1.60 0.51 1.29 2,01 0.11 0.68 1,6fi 2.58 16 0.06' 0.80' 1.472 0,75' 1.282 0,14' 0.942 1.662 0.24' 1,26' 2.19' 24 0.24' 0.90' 0,23' 0.72' 0.34' 1.061 0.57' 1.512 1 psf Lateral Load Wall Spacing 400S137-(mils) 40DS162.(mils) 400S20D-(mils) 550S162-(mils) Height (in.) 51 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi ft O.C. 33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 8 12 1.70 2.49 3.77 5.08 2.21 3.05 473 6,25 2.63 3.76 5.92 7,72 2.53 3.49 5.74 7.58 16 1,49' 2.44 3,77 5.08 1.98 3,05 4.73 6.25 2.43 3,76 5.92 7.72 2.53 3.49 5.74 7.58 24 1.08 6 2.04 6 3.77 5.08 1.53 ° 2.67' 4.73 6.25 1.94' 3.35 5.92 7.72 2.34 3.49 5.74 7.58 9 12 1.48 2,40 3.65 4,90 1.94 2.97 4.54 6.00 2.38 3.65 5.65 7.36 2.51 3,47 5.67 7.58 16 1.226 2,14' 3.65 4.90 1,66' 2.76 4.54 6.00 2,07' 3,43 5.65 7.36 2.46 3.47 5.67 7,58 24 0.74' 1.66' 3.44' 4,907 1.136 2.23° 4.30' 6.00 1.496 2.80° 5.48' 7.36 1 2,04 3.36 5.67 7.58 10 12 1.24 2.13' 3.50 4.67 1.66° 2.71' 4.32 5.69 2.06' 3.35 6.34 6.95 2,48 3.43 5.58 7.47 16 0.94' 1.83' 3,47' 4.67' 1.33 6 2.38 a 4.30' 5.69 1.70' 2.967 5,34 6,95 2.21 3.43 5.58 7.47 24 0.40' 1.273 2.95' 4.376 0.73' 1,77' 3.676 5.51° 1,04' 224' 4.69' 6.95' 1,716 3.01 5.58 7.47 12 12 0.75 1.54 2.92 4.08 1.08 2.01 3.57 4.92 1.410 2,49 4.470 5.99 2.02 3.27 5.32 7.13 16 0.412 1.18' 2.59' 3.75° 0.70' 1.61' 3,17' 4.676 0,98' 2,02' 4.00° 5.88" 1.666 2.91' 5.32 7.13 24 0.52' 1.98' 3,093 0.90' 2.45' 3.94' 0.21' 1.19' 3.17' 5.06 1,00' 2.24° 4,76' 7.13' 14 12 0,3320.99 2.14 3.05 0.57 1.36 2.58 3.76 0.81 1.69 3.24 4.71 1.51 2.68 4.96 6.64 16 0.59' 1.78' 2.66' 0.17' 0.93 2 2.16' 3.343 0.36' 1.19' 2.76' 4.24' 1.08' 2.24' 4.49' 6.64' 24 1.152 1.99 2 0.18' 1.43' 2.59' 0.32' 1.92' 3,40' 0.31 ' 1.43' 3.63' 5.80 6 16 12 0.53 1,50 2.19 0.17 0,81 1.80 2.73 0.33 1.04 2.28 3.45 1.01 2,D7 4.01 5.97' 16 0,14' 3.142 1.812 4.382 1.392 2.32' 0.54' 1,82' 2.99' 0,59' 1.573 3.49' 5.42° 24 0.53' 1.17' q.69' 1.612 1.01' 2,19' 11111L 0.67' 2.542 4.43' I Psf Lateral Load Wall Spacing 600S137-(mils) 6005162-(mils) 600S200•(m_ lis) Height (in. ) 33 ks] 50 ksi 33 ksl _ 50 ksl 33 ksl - -" 50 kst tt O.C. 33 43 54 68 97 33 43 54 68 97 33 43 54 68 97 8 12 1.88 2.62 3.90 5,14 7.62 2,55 3.52 5.72 7.56 11.50 2.99 4.44 7.56 10.02 15.60 16 1.88 2.62 3.90 6.14 7.62 2.55 3.52 5.72 7.56 11.50 2.99 4.44 7,56 10.02 15.60 24 1.76 2.62 3.90 5.14 7.52 2.49 3,52 5.72 7.56 11.50 2.99 4.44 7.56 10,02 15.60 9 12 1,58 2.62 3.90 5.14 7,62 2.55 3.52 5.72 7.56 11.50 2.97 4,40 7.46 9.89 15.38 16 1.86 2.62 3.90 5.14 7.62 2.55 3.52 5.72 7.56 11.50 2.97 4.40 7.46 9.89 15.38 24 1.55 2.57 3.90 5.14 7,62 2.24 3.52 5.72 7.56 11.50 2.69 4.40 7.46 9.89 15,38 10 12 1.88 2.62 3.90 5,14 7.62 2.54 3.52 5.72 7.56 11.50 2.95 4.35 7.33 9.72 15.11 16 1.70 2.62 3.90 5.14 7.62 2.41 3.52 5,72 7,56 11.50 2.87 4.35 7.33 9.72 15.11 24 1.327 2.34 3.90 5,14 7.62 1.95' 3.29 5.72 7.56 11.50 2.36 4.12 7.33 9,72 15.11 12 12 1.61 2.62 3.90 5.14 7.62 2.24 3.44 5.60 7.52 11.50 2.67 4.22 6.99 9.27 14.40 16 1.346 2.34 3,90 5,14 7.62 1.91 ' 3.22 5.60 7.52 11.50 2.31 ' 3.98 6,99 9.27 14.40 24 0.81 ° 1.82 3.76' 5.14' 7.62 1,290 2.59 ° 6.34' 7.52 11.50 1.63' 3.23' 6.82 9.27 14.40 14 12 1.28 2.27 3.90 5.14 7.62 1.78 3.02 5.32 7.13 11.28 2.15 3.70 B,55 8.68 13.45 16 0.92' 1.91 3.80 ° 5.14' 7,52 1.37 ° 2,60' 5.1 37 7.13 11.28 1.70 ° 3.216 6.44' 6.68 13,45 24 0.26' 1.23 3,186 4.73 6 7.62' 0.61' 1.82' 4.29 ° 5.68 ° 11,287 0,87' 2.28 6 5.46 ° 8.38 a 13,45 16 12 0.91 1.88 3.73 5.14 7.62 1 1.29 T4-4 4.69 6.627 10.42 1.61 2.99 5.82 7. 77 12.32 16 0.492 1.43 3.31 ° 4.836 7.62 ' 0.82' 1.95' 4,16' 6,34 ° 10.42' 1.093 2.41 ° 5,21 " 7.85 ° 12.32 24 0.62 2.54' 4.00' 6.94 ° 1.06' 3.203 5.35' 9.60 6 0.15' 1.36' 4,11' 6.73 ° 11.84 ° 1 Deflection exceeds 1-1120 2 Deflection exceeds L/240 3 Deflection exceeds L/360 See Combined Axial and Lateral Load Table Notes on page 20. L�Sse&t-T-)&j t µ 'STUD 'tom 6 Deflection exceeds L/600 7 Deflection exceeds L/720 - If not noted, deflection is less than L/720 ')'2 ESR-1976 I Most Widely Accepted and Trusted 5cpIeLo<_ Page 5 of 5 TABLE 4—ALLOWABLE SHEAR (BEARING) CAPACITY (PNslf2), pounds -force''''''"' S Steel Fu = 45 ksi, Applied Factor of Safety, 4=3.0 Cj Design Design Thickness of Member In Contact with the Screw Head (in) Thickness of ScreNominal Member Not Designation Diameter (in.) in Contact with the 0.018 0.024 0.030 0,036 0.048 0.060 0.075 0.105 0.125 0.187 0.250 Screw Head (In) 0.018 66 66 66 66 66 66 66 66 66 0.024 102 102 1 102 102 102 102 102 102 102 0.030 111 143 143 143 143 143 143 143 143 0.036 120 152 185 188 lad 188 888 188 188 10-1Q 0.190 0.048 139 168 199 228 289 289 289 289 289 0.060 139 185 213 239 404 404 404 404 101 0.075 139 185 231 251 337 427 564 564 564 P-54�1 0.105 139 185 231 277 356 436 570 808 808 f �c 0.125 139 185 231 277 369 442 571 808 962 0.018 71 71 71 71 71 71 71 71 71 71 71 0 and Ino Inn inn 109 ( 152 C 200 C 308 12-14 12-24 0.216 C 430 C 601 C `� c ° 919 C = 2s 094 _ 0 �� t� 636 h 2 0 '.187 0 76 0 * pr,.7� 117 0 VV~�' �� 164 0 215 '14-14 0 331 14-28 ' 0.250 0 463 r + � C 0 cX�` GW O 7 i 0 �053 ✓ 0 266 0 -- --_ ��� ions T893 0,250 182 243 304 365 486 608 759 1063 126fi 1893 2531 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'The lower of the allowable shear (bearing) and the allowable fastener shear strength found in Tables 4 and 5, respectively, must be used for design. 2ANSUASME standard screw diameters were used in the calculations and are listed in the tables. 'The allowable bearing capacity for other member thickness can be determined by interpolating within the table. 'To calculate LRFD values, multiply values in table by the ASD safety factor of 3.0 and multip#y again with the LRFD 0 factor of 0.5. 'For F. = 58 ksi, multiply values by 1.29; for F, = 65 ksi, multiply values by 1.44. 6Shear values do not apply to 5, 6 and 8-inch-iong11,-28 screws, due to the fact that they are not fully threaded. TABLE 5—FASTENER STRENGTH OF SCREWS"2'''4'S SCREW DESIGNATION DIAMETER (in.) ALLOWABLE FASTENER STRENGTH NOMINAL FASTENER STRENGTH Tensile, Pt,10 (lb) Shear, P.,10 (lb) Tensile, Pt, (lb) Shear, P,. (lb) 10-16 0.190 885 573 2654 1718 12-14 0.216 1184 724 3551 2171 12-24 0.216 1583 885 4750 2654 114-14 0.250 1605 990 4816 2970 'l4-28 0.250 1922 1308 5767 3925 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 ksi = 6.89 MPa. 'For tension connections, the least of the allowable pull-out, pullover, and fastener tension strength found in Tables 2, 3, and 5, respectively, must be used for design. 2For shear connection, the lower of the allowable shear (bearing) and the allowable fastener shear strength found in Table 4 and 5, respectively, must be used for design. 'See Section 4.1 for fastener spacing and end distance requirements. °Nominal strengths are based on laboratory tests; 5To calculate LRFD values, multiply nominal strength values by the LRFD 0 factor of 0.5. :=` D C I Project No. Sheet No. s E:nC.inEeRs Project Date i s _ Lb, Zo2b Subject By K. 5 ..a ICE t 171 (7 S, .1 Cos :' S �k k� SDI k LID VIA r ZI) 1 1 0 7 �- r Strong-Drive'SD CONNECTOR Screw Structural Fastener Simpson Strong Tie offers the Strong -Drive SD Connector screw for use with our connectors. Designed to replace nails in certain products, y`De- 0 the load -rated Strong -Drive SD Connector screw has been tested and C� approved for use in many popular Simpson Strong -Tie connectors. In certain applications screws are easier and more convenient to install than nails, and the single -fastener load values achieved by the OSD9 and SD10 exceed those of typical 0.148" x 3" or 0.162" x 3'/2" nails, respectively. In addition, the galvanized coating makes the Strong -Drive SD Connector screw ideal for interior and most exterior conditions. The Strong -Drive SD Connector screw features an optimized shank, specifically designed for compatibility with the fastener holes in Simpson Strong Tie connectors. The hex head virtually eliminates cam -out and helps avoid stripping of the head during installation. The sharp point of the screw enables fast starts. Features: • Tested and approved for use in many of our best-selling connectors for interior and most exterior applications. • The single -fastener steel -side -plate load capacity of the SD9 exceeds the capacity of a 0.148" x 3" nail, while the single -fastener load capacity of the SD10 exceeds that of the 0.162" x 31/2" nail. • Ideal for use in tight spaces where using a hammer is inconvenient. • Optimized heat -treating for ductility and strength. • Mechanically galvanized coating meets ASTM B695 Class 55, is recommended for use with certain preservative -treated woods and recognized as an alternate to hot -dip galvanized in ESR-3046. It is compliant with the 2009, 2012, 2015 and 2018 International Residential Code® (Section R317.3.1). • '/a" hex drive included. • Head identification. Material: Heat -treated carbon steel Finish: Mechanically galvanized (ASTM B695 Class 55) Codes: See p.12 for Code Reference Key Chart These products are available with additional corrosion protection. For more information, see p. 15. Retail Pack Contractor Pack Mini Bulk Size Coating Material Fasteners Model No. Fasteners Model No. Fasteners Model No. Per Pack per Pack per Pack #9 x 1'/i' Mechanically Galvanized 100 SD9112R100 500 SD9112R500 3000 SD9112MB #9 x 21/2" Mechanically Galvanized 100 SD9212R100-11 500 SD9212R500 2000 SD9212MB #10 x 11/2" Mechanically 100 SD10112R100 500 SD10112R500 3000 SD10112MB Galvanized #10 x 21/2" Mechanically Galvanized 100 SD10212R100-R 500 SD10212R500 2000 SD10212MB Model No. Size (ga. x in.) Thread Length(in.)Steel DF/SP Allowable Loads (lb.) SPF/HF Allowable Loads (lb.) Code Ref. Shear Withdrawal Shear Withdrawal Side Plate Steel Side Plate 20 a. -1 ga. 20 ga. -12 ga. SD9112 #9 x 11/2 1 171 173 112 122 IRC, IBC SD9212 #9 x 21/2 1 200 112 SD10112 #10 x 11/2 1 173 173 138 122 FL, LA SD10212 #10 x 21/2 1 215 165 1. Withdrawal loads and steel -side -plate shear loads are based on testing per ICC-ES AC233. 2. Allowable loads are shown at a wood load duration factor of CD = 1.0. Loads may be increased for load duration per the building code up to a CD = 1.6. Tabulated values must be multiplied by all applicable NDS adjustment factors. 3. Withdrawal loads are based on penetration of the screw's entire threaded section into the main member. 4. Visit strongtie.com for wood -to -wood shear values and wood side -plate details. Length StrongTre Identification on all SD 1025 screw heads (SD10212 shown) Nominal diameter Strong -Drive SD CONNECTOR Screw — SD10 (SD9 similar) See pp. 336-337 for a list of connectors with the Strong -Drive SD Connector screw. You can also reference the list of approved connectors, load values and applications at strongtie.com/sd, or reference the ICC-ES evaluation report ESR-3096 for a list of connectors and allowable loads using the Strong -Drive SD Connector screws. N d s= to M LL 0 335 N D C I Project No. en�ineeRs 20011-0164 Project MultiCare Federal Way MMA Clinic Subject Opening in (E) CMU Wall 1. NEW GRAVITY DEMAND: Sheet No. Date 11.10.2020 By MRH PER TM S 402 SECTION 5.3.1 WE CAN ASSUM E THE GRAVITY LOAD FROM THE ROOF ABOVE WILL TRAVEL THROUGH THE WALL WITH A 2:1 SLOPE. THEREFORE, IF THE HEIGHT IS 7'-10" THE LOAD WILL DISPERSE OUT ATA WIDTH OF 3'-11"WHICH IS WIDER THAN THE OPENING AND WE CAN SAY THE ADJACENT CM U WILL TAKE THE LOAD. W 7' -10" 7' -2" 3'-11" 1. IN PLANE LATERAL DEMAND: PER IEBC 806.3 "EXISTING STRUCTURAL ELEMENTS RESISTING LATERAL LOADS" IF THE INCREASED DEMAND IS NOT MORE THAN 10% THE ORIGONAL DEMAND YOU DO NOT HAVE TO DO ANY RETROFITTING. 3.33 FEET OF WALL IS BEING REMOVED, THEREFORE THE REMAINING WALL WILL BE TAKING THE LOAD IT RESISTED. IF THE WALL LENGTH WAS 157' (FROM THE STRUCTURAL DRAWINGS) AND ALREADY HAS OPENINGS WE CAN SAY THAT APPROXIMATELY 120 FEET OF WALL RESIST THE IN PLANE LOAD. THEREFORE THE INCREASED DEMAND WILL BE 3.33/120 = 2.8% WHICH IS LESS THAN 10%. Opening in (E) CMU Wall BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES AND COMMENTARY C-45 TMS 402 CODE 5.1.3 Concentrated loads 5.1.3.1 Concentrated loads shall not be distributed over a length greater than either (a) or (b), but not to exceed the center -to -center distance between concentrated loads: (a) The length of bearing area PILLS the length determined by considering the co'heentrated load to be disperse, along a 2 vertical. ! horizontal line. The dispersion Shall terminate at half the wall height, a movement joint, the end of the wall, or an opening, whichever provides the smallest length. (b) Where a concentrated load is applied adjacent to an opening, or end of wall, the length of bearing area plus the length determined by considering the concentrated load to be dispersed along a 3 vertical: 1 horizontal line. The dispersion on each side shall terminate independently at half the wall height, a movement joint, the end of the wall, or an opening, whichever provides the smallest length. 5.1.3.2 For assemblies not laid in running bond, concentrated loads shall not be distributed across head joints. Where concentrated loads acting on such assemblies are applied to a bond beam, the concentrated load shall be permitted to be distributed through the bond beam, but shall not be distributed across head joints below the bond beams. COMMENTARY 5.1.3 Concentrated loads Arora (1988) reports the results of tests of a wide variety of specimens under concentrated loads, including AAC. masonry, concrete block masonry, and clay brick masonry specimens. Arora (1988) suggests that a concentrated load can be distributed at a 2:1 slope, terminating at half the wall height. Tests on the load dispersion through a bond beam on top ofholiow masonry reported in Page and Shrive (1987) resulted in an angle from the horizontal of 59 degrees for a I -course CMU bond bean; 65 degrees for a 2-course CM_U bond beam, and 58 degrees for a 2-course clay bond beam, or approximately a 2:1 slope. For simplicity in design, a 2:1 slope is used for all cases of load dispersion of a concentrated load. (a) Code provisions are illustrated in Figure CC-5.1-5. Figure CC-5.1-5a illustrates the dispersion of a cormcenlrated load through a ' bond beam. A hallow wall would be checked for bearing under the bond beam using the length at this location. Figure CC-5.1-5b illustrates the dispersion of a concentrated load in the wall. The length of the wall effective under the concentrated loadis used for chocking the walls. load resistance. A wall may have to be checked at several locations, , such as under a bond beam and at midheight. (b) Where a concentrated load is applied to a masonry wall adjacent to the edge of an opening or wall edge, stopping the 2 to l dispersion at the edge of the wall can significantly underestimate the length of the. wall resisting the load. The testing by Arora (1998) showed that the load at the wall edge can be distributed assuming a single sided distribution of 70 degrees. For this condition, the dispersion angle was set at the 3: I value to account for a wider range of wall area to bearing area configurations and the lower confinement provided by the wail near an edge. This steeper dispersion will continue away from the opening up to % the height of the masonry below the load (HL i. so the dispersions can be truncated independently.on each side of the bearing. Figure CC-5.1-5c illustrates the dispersion of a concentrated load in the wall near an opening edge. MS Ind MS D iecon -or ad :he T Opening in (E) CMU Wall ABSTR Building Buildine 530/AS( 602/ACl formerl} and the Standar( has sery the spon The Co( construc docume flexural seismic method include( anchorij referenc required develop Commil ambigui informa have sul These d content use this All info not limi The ME consequ It is th circum: and sat applyin States COPYI Second ALL R electron Adopte standar Noverr July, P ISBN ISBN Produc I Bearing Plate Bond � IBeam I —/ Load COMMENTARY Check bearing hollow wa' Load is ` dispersed at a 2:1 slope N Runningbond Load dispersion Not laid in running terminates at head joints for masonry not laid in running bond (a) Distribution of concentrated load through bond beam 1 Load Openin Masora (b) Distribution of concentrated load in wall Figure CC-5.1-5. Distribution of concentrated loads Opening in (E) CMU Wall provided with handrails for the full length of the stairway on not fewer than one side. Exit stairways with a required egress width of more than 66 inches (1676 mm) shall have handrails on both sides. 805.9.2 Design. Handrails required in accordance with Section 805.9.1 shall be designed and installed in accor- dance with the provisions of the International Building Code. 805.10 Refuge areas. Where alterations affect the configura- tion of an area utilized as a refuge area, the capacity of the refuge area shall not be reduced below that required in Sec- tions 805.10.1 and 805.10.2. 805.10.1 Capacity. The required capacity of refuge areas shall be in accordance with Sections 805.10.1.1 through 805.10.1.3. 805.10.1.1 Group I-2. In Group I-2 occupancies, the required capacity of the refuge areas for smoke com- partments in accordance with Section 407.5.1 of the International Building Code shall be maintained. 805.10.1.2 Group I-3. In Group I-3 occupancies, the required capacity of the refuge areas for smoke com- partments in accordance with Section 408.6.2 of the International Building Code shall be maintained. 805.10.1.3 Ambulatory care. In ambulatory care facil- ities required to be separated by Section 422.2 of the International Building Code, the required capacity of the refuge areas for smoke compartments in accordance with Section 422.3.2 of the International Building Code shall be maintained. 805.10.2 Horizontal exits. The required capacity of the refuge area for horizontal exits in accordance with Section 1026.4 of the International Building Code shall be main- tained. 805.11 Guards. The requirements of Sections 805.11.1 and 805.11.2 shall apply to guards from the work area floor to, and including, the level of exit discharge but shall be con- fined to the egress path of any work area. 805.11.1 Minimum requirement. Every open portion of a stairway, landing, or balcony that is more than 30 inches (762 mm) above the floor or grade below and is not pro- vided with guards, or those portions in which existing guards are judged to be in danger of collapsing, shall be provided with guards. 805.11.2 Design. Guards required in accordance with Sec- tion 805.11.1 shall be designed and installed in accordance with the International Building Code. SECTION 806 STRUCTURAL [BS] 806.1 General. Structural elements and systems within buildings undergoing Level 2 alterations shall comply with this section. [l38] 806.2 Existing structural elements carrying gravity loads. Any existing gravity load -carrying structural element for which an alteration causes an increase in design dead, live or snow load, including snowdrift effects, of more than 5 Percent shall be replaced or altered as needed to carry the 2118 INTERNATIONAL EXISTING BUILDING CODE® —LEVEL 2 gravity loads required by the International Building Code for new structures. Any existing gravity load -carrying structural element whose gravity load -carrying capacity is decreased as part of the alteration shall be shown to have the capacity to resist the applicable design dead, live and snow loads, includ- ing snow drift effects, required by the International Building Code for new structures. Exceptions: 1. Buildings of Group R occupancy with not more than five dwelling or sleeping units used solely for resi- dential purposes where the altered building complies with the conventional light -frame construction methods of the International Building Code or the provisions of the International Residential Code. 2. Buildings in which the increased dead load is attrib- utable to the addition of a second layer of roof cov- ering weighing 3 pounds per square foot (0.1437 kN/m'-) or less over an existing single layer of roof covering. [BS] 806.3 Existing structural elements resisting lateral loads. Except as permitted by Section 806.4, where the alter- ation increases design lateral loads, or where the alteration results in prohibited structural irregularity as defined in ASCE 7, or where the alteration decreases the capacity of any existing lateral load -carrying structural element, the structure of the altered building or structure shall meet the requirements of Sections 1609 and 1613 of the International Building Code. Reduced seismic forces shall be permitted. Exception: Any existing lateral load -carrying structural element whose demand -capacity ratio with the alit•rt vew considered is not more than 10 percent greater than its demand -capacity ratio. with the alteration ignored shall be permitted to remain unaltered. For purposes of calculating demand -capacity ratios, the demand shall consider appli- cable load combinations with design lateral loads or forces in accordance with Sections 1609 and 1613 of the Interna- tional Building Code. Reduced seismic forces shall be per- mitted. For purposes of this exception, comparisons of demand -capacity ratios and calculation of design lateral loads, forces and capacities shall account for the cumula- tive effects of additions and alterations since original con- struction. [BS] 806.4 Voluntary lateral force -resisting system alter- ations. Structural alterations that are intended exclusively to improve the lateral force -resisting system and are not required by other sections of this code shall not be required to meet the requirements of Section 1609 or Section 1613 of the International Building Code, provided that the following con- ditions are met: 1. The capacity of existing structural systems to resist forces is not reduced. 2. New structural elements are detailed and connected to existing or new structural elements as required by the International Building Code for new construction. 3. New or relocated nonstructural elements are detailed and connected to existing or new structural elements as required by the International Building Code for new construction. G! L 9 fJ M D C I E=-nc LEERS Project MultiCare Federal Way MMA Clinic Subject Opening in (E) CMU Wall Proiect No. 20011-0164 Sheet No. 11 Date 11.10.2020 By MRH THE FINAL CHECK WILL BE TO SEE IF THE WALL AND ITS REINFORCING CAN SUPPORT THIS NEW LOAD PATH. THE EXISTING WALL HAS #5 BARS @32" OC BOTH HORIZONTALLY AND VERTICALLY. THE WORST CASE SCENARIO WOULD BE IF THE DOOR OPENING CUT THROUGH TWO VERTICAL BARS. THE FOLLOWING ANALYSIS WILL BE TO DETERM INE IF THOSE TWO STRIPS CAN SUPPORT THE ADDED LOAD. AXIAL 40" 32" 32" 32" TRIBUTARY AREA OF STRIP = p 16" + 32" + 16" = 64" = 5.33' Q O J W Z Q J n LL O O )N N D I Project No. Sheet No. encineeRs 20011-0164 12 Project MultiCare Federal Way MMA Clinic Date 11.10.2020 Subject Opening in (E) CMU Wall I By MRH DEMANDS WIND LOAD V = W L/2 VU = 97 M PH (PER ATC LOADS) =17.4 PSF * 5.33' * 15' * 0.5 Kzt = 1.0 (PER ASCE 7-16) =696 LB Kd= 0.85(PER ASCE 7-16) Kz = .85 (PER ASCE 7-16) M = W L^ 2/8 =2608.4 FT -LB qh= 0.00256(1.0)(0.85)(0.85)(9712) = 17.4 PSF AXIAL LOAD D= 20 PSF S= 25 PSF TRI B W I DTH = 31 FEET Wd = 620 PLF Ws = 775 PLF SI ESM I C LOAD ASCE 12.11 Fp = 0.4SdsIWp V = W L/2 Sds = 0.85 =30.6 PSF * 5.33' * 15' * 0.5 1 = 1.0 =1223.2 LB Wp = (130 PCF)(8/12) = 90 PSF M = W L^ 2/8 Fp = 30.6 PSF =4587.1 FT -LB FT -LB =DCI E=-nc LEERS Project MultiCare Federal Way MMA Clinic Proiect No. I Sheet No. 20011-0164 13 Date 11.10.2020 Subject Opening in (E) CMU Wall I By MRH CAPACITY !1� 1M- C T\Pti-1C 01/1- [ 11 to x I Lr2ra) n, [0 rn + TA �= -� . a+ MIA fLA .Ov U.0) (65 OF I ��O) .6 '7J . C'NI- vI T� + ASS' Pu m 1� V-m = 1py5 x-�� N D C I Project No. en�ineeRs 20011-0164 Project MultiCare Federal Way MMA Clinic Subject Opening in (E) CMU Wall DEMAND VS CAPACITY ASCE 7-16 LOAD COMBOS 1. 1AD 2. 1.2D + 1.6L + .5S 3. 1.2D + 1.6S + 0.5W 4.1.2D+1.OW+L+.5S 5. 0.9D + 1.OW 6. 1.2D + E + 0.2S 7. 0.9D + 1.0E SHEAR: 1. 0 (NO DEAD IN SHEAR) 2. 0 (NO DEAD, LIVE OR SNOW IN SHEAR) 3..5W=348LB 4.1.0W=696 LB 5. 1.0 W = 696 6. 1.0 E = 1223.2 LB 7. 1.0 E = 1223.2 LB ALL SMALLER THAN 0.75(7724.3) =5 793.2 M OM ENT: 1.0 2.0 3. 1304.2 FL -LB 4. 2608.4 FT -LB 5. 2608.4 FT -LB 6. 4587 FT -LB 7. 4587 FT -LB ALL SMALLER THAN 0.90(10500) = 9450 AXIAL: 1. 1.4(620 PLF) (5.33 FT) = 6426.44 LB 2. 1.2 (620 * 5.33) + 0.5 (775 * 5.33) = 6031 LB 3. 1.2 (620 * 5.33) + 1.6 (755 * 5.33) = 10,575 Ib 4. 1.2 (620 * 5.33) + 0.5 (775 * 5.33) = 6031 LB 5..9(620* 5.33) = 2974 Ib 6..2(775 * 5.33) = 826 Ib 7..9(620* 5.33) = 2974 Ib Sheet No. 14 Date 11.10.2020 By MRH W: V = W L/2 =17.4 PSF * 5.33' * 15' * 0.5 =696 LB M = W L^ 2/8 =2608.4 FT -LB EQ: V = W L/2 = 30.6 PSF * 5.33' * 15' * 0.5 =1223.2 LB M = WLA 2/8 =4587.1 FT -LB FT -LB AXIAL: Wd = 620 PLF Ws = 775 PLF ALL SMALLER THAN 0.90(83400) = 75060 N D C I E=-nc rlEERS Project MultiCare Federal Way MMA Clinic Subject Opening in (E) CMU Wall Project No. 20011-0164 DEMAND VS CAPACITY Pu/PhiPn + M u/PhiM n + Vu/PhiVn <= 1 Sheet No. 15 Date 11.10.2020 By MRH comparing the ratio the highest demand value and the factored capacity for shear, moment and axial we get the following ratio: 6426.44/(0.9)83400 + 4587/(0.9)(10500) + 1223.2/(0.75)(7724.3) _ 0.086 + 0.485 + 0.211 = 0.782 of 16 Fan Motor Output W 74 + 74 CU-1 Airflow Rate CFM 3,880 Refrigerant Control Electronic Expansion Valve Heat Exchanger Type Cross fin Sound Pressure Level, Coolingi dB(A) 52 Compressor Type INVERTER -driven twin rotary Compressor Model MNB33FBRMC-L Compressor Rated Load Amps A 8 Compressor Locked Rotor Amps A 13 Compressor Oil Type // Charge oz. FV50S H 45 External Finish Color Ivory Munsell 3Y 7.8/1.1 Base Pan Heater n/a Unit Dimensions W: In. (mm) 1050 [41-5/16] D: In. (mm) 30 + 30) 13L52-11/16 H: In. (mm) 338) 42-15/16 W: In. Package Dimensions D: In. H: In. Unit Weight Lbs. (kg) Package Weight Lbs. (kg) Cooling Intake Air Temp (Maximum / Minimum) °F Type Charge Lbs, oz Gas Pipe Size O.D. (Flared) In.(mm) 17-11/16 56-4/16 211 (96) Outdoor Unit Operating Temperature Range 115 DB / -40* DB Refrigerant R410A 10 Ibs, 6 oz 5/8 (15.88) 3/8 (9.52) Liquid Pipe Size O.D. (Flared) In.(mm) Piping Maximum Piping Length Ft. (m) 225 (69) Maximum Height Difference Ft. (m) 100 (30) Maximum Number of Bends 15 Notes AHRI Rated Conditions (Rated data is 'Cooling (Indoor H Outdoor) °F 80 DB, 67 WB H 95 DB, 75 WB determined at a fixed compressor speed) *Wind baffles required to operate below 23°F DB in cooling mode. For PUY models, wind baffles can be utilized to extend the cooling operation range to -40F. Please refer to the wind baffle submittals to determine which baffles are required to meet the desired operation range. **System cuts out in heating mode to avoid thermistor error and automatically restarts at these temperatures. SEACOAST PROTECTION • External Outer Panel: Phosphate coating + Acrylic -Enamel coating • Fan Motor Support: Epoxy resin coating (at edge face) • Separator Assembly; Valve Bed: Epoxy resin coating (at edge face) • "Blue Fin" treatment is an anti -corrosion treatment that is applied to the condenser coil to protect it against airborne contaminants. Specifications are subject to change without notice. © 2020 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. [CUD SPECIFICATIONS: NTXWST12A112A* & NTXSST12A112A* 17 Heat Exchanger Type External Finish Color W: In. (mm) Unit Dimensions D: In. (mm) H: In. (mm) W: In. (mm) Package Dimensions D: In. (mm) H: In. (mm) Plate fin coil Munsell 1.OY 9.2/0.2 31-7/16 (798) 9-1/8 (232) 11-5/8 (295) 33-1/2 (850) 12 (300) 14 (350) Unit Weight Lbs. (kg) 22 (10) Package Weight Lbs. (kg) 26 (11.5) Indoor Unit Operating Cooling Intake Air Temp (Maximum / Minimum)" °F 90 DB, 73 WB / 67 DB, 57 WB Temperature Range Heating Intake Air Temp (Maximum / Minimum) °F 80 DB / 70 DB MCA A 9 MOCP A 15 Fan Motor Full Load Amperage A 0.5 Fan Motor Output W 55 Airflow Rate CFM 1,229 / 1,172 Refrigerant Control LEV Defrost Method Reverse cycle Heat Exchanger Type Plate fin coil Sound Pressure Level, Coolingi dB(A) 49 Sound Pressure Level, Heating2 dB(A) 51 Compressor Type DC INVERTER -driven Compressor Model SNB092FQAMT Outdoor Unit Compressor Rated Load Amps A 6.6 Compressor Locked Rotor Amps A 8.2 Compressor Oil Type H Charge oz. FV50S H 11.8 External Finish Color Munsell 3Y 7.8/1/1 Base Pan Heater Unit Dimensions Package Dimensions W: In. (mm) 31-1/3 (800) D: In. (mm) 11-1/5 (285) H: In. (mm) 21-5/9 (550) W: In. (mm) D: In. (mm) 14-15/16 (380) H: In. (mm) 24-13/16 (630) Unit Weight Lbs. (kg) Package Weight Lbs. (kg) 89 (40) Cooling Air Temp (Maximum / Minimum)* °F Outdoor Unit Operating Cooling Thermal Lock -out / Re -start Temperatures— °F -1 / 3 Temperature Range Heating Air Temp (Maximum / Minimum) °F 75 / -4 Heating Thermal Lock -out / Re -start Temperatures— °F -9 / -4 Refrigerant Type R410A Charge Lbs, oz 2,9 Gas Pipe Size O.D. (Flared) In. (mm) 3/8 (9.52) Piping Liquid Pipe Size O.D. (Flared) In. (mm) 1/4 (6.35) Maximum Piping Length Ft. (m) 65 (20) Specifications are subject to change without notice. 9 2020 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. Job Name: Federal Way TI 18 System Reference:CU-3 Date: 9/16/2020 A 1RANE' ...:IlIIP�nIIn!�II::::•• ACCESSORIES The outdoor unit is delivered with the base pan heater factory installed. ❑ Airflow Guide (PAC-ADG096AA-E) ❑ 3/8" x 1/2" Port Adapter (MAC-A454JP-E) ❑ 1/2" x 3/8" Port Adapter (MAC-A455JP-E) ❑ 1/2" x 5/8" Port Adapter (MAC-A456JP-E) ❑ M-NET Adapter (PAC-IF01 MNT-E) oor Unit: NTXMPH24A132AA (For data on specific indoor units, see the NTXMPH Technical and Service Manual.) Rated Capacity Btu/h 25,000 / 24,600 Heating at 47°F* (Non -ducted / Ducted) Capacity Range Btu/h 11.400 - 30.600 Rated Total Input 1,725 / 1,871 Heating at 17°F* (Non-ducted/Ducted) Rated Capacity Btu/h 14,000 / 14,000 Maximum Capacity Btu/h 25,000 / 24,600 Rated Total Input W 1,622 / 1,635 Heating at 5*F* Maximum Capacity Btu/h 25,000 Connectable Capacity Btu/h 12,000 - 27,000 Energy Star' (ENERGY STAR products are third -party certified by an EPA -recognized Certification Body.) Yes Electrical Requirements Power Supply Voltage, Phase, Hertz 208 / 230V, 1-Phase, 60 Hz Recommended Fuse/Breaker Size A 40 MCA A 30.5 Voltage Indoor - Outdoor S1-S2 V AC 208 / 230 Indoor - Outdoor S2-S3 V DC ±24 Compressor DC INVERTER -driven Twin Rotary Fan Motor (ECM) F.L.A. 2.43 Sound Pressure Level Cooling Heating dB(A) 54 dB(A) 58 External Dimensions (H x W x D) In mm 41-9/32 x 37-13/32 x 13 1048 x 950 x 330 Net Weight Lbs / kg 189 / 86 External Finish Liquid (High Pressure) Refrigerant Pipe Size O.D. Gas (Low Pressure) In / mm 1/4 / 6.35 In / mm A: 1/2 / 12.7 ; B,C: 3/8 / 9.52 Max. Refrigerant Line Length Ft / m 230 / 70 Max. Piping Length for Each Indoor Unit Ft / m 82 / 25 Max. Refrigerant Pipe Height Difference If IDU is Above ODU Ft / m 49 / 15 If IDU is Below ODU Ft / m 49 / 15 Connection Method Flared/Flared Refrigerant R410A * Rating Conditions per AHRI Standard: Cooling I Indoor: 800 F (270 C) DB / 670 F (190 C) WB Heating at 470F I Indoor: 700 F (210 C) DB / 600 F (160 C) WB Heating at 170 F I Indoor: 700 F (210 C) DB Cooling I Outdoor: 950 F (350 C) DB / W.B. 23.9° C (75' F) Heating at 470F I Outdoor: 470 F (80 C) DB / 430 F (61 C) WB Heating at 170 F I Outdoor: 171 F (-8° C) DB / 150 F (-9° C) WB Specifications are subject to change without notice. © 2019 Mitsubishi Electric Trane HVAC US LLC. All rights reserved. LMGREENHECK EF-1 Building Value in Air. Printed Date: 09/01/2020 Job: Federal W1v TI Mark: -1 Model: AE-14-438-A5 Model: AE-14-438-A5 Propeller Hooded Roof Direct Drive Exhaust Fan Dimensional Quantity 1 Weight w/o Acc's (lb) 49 Weight w/ Acc's (lb) Weight w/ Acc's and Curb (lb) 72 Max T Motor Frame Size Optional Damper (in.) 14 x 14 Roof Opening (in.) 16.5 x 16.5 Performance Requested Volume (CFM) 1,150 Actual Volume (CFM) 1,180 Total External SP (in. wg) 0.79 Fan RPM 1750 Operating Power (hp) 0.4 Elevation (ft) 433 Airstream Temp.(F) 70 Air Density (lb/ft3) 0.074 Tip Speed (ft/min) 6,414 Static Eff. (%) 1 37 Motor Motor Mounted Yes Size (hp) 1/2 Voltage/Cycle/Phase 115/60/1 Enclosure ODP Motor RPM 1750 Efficiency Rating Standard Windings 1 Sound Power by Octave Band 50 1.6 1.4 1.2 3 1.0 c 0.8 to ti 0.6 U 0.4 0.8 0.7 0.5 a 0.4 iD- 0 0.3 Y cLa 0.2 m 0.1 0.0 0 3 6 9 12 15 18 21 24 27 Volume (CFM) x 100 Operating Bhp point Static Pressure Calculations 0 Operating point at Total External SP External SP 0.75 in. wg Fan curve Direct Drive RPM Adjustment 0.04 in. wg - - - - System curve ------- Brake horsepower curve Total External SP 0.79 in. wg 0.2 0.0 m >>so T A�! a - -- --------- ° m N 0 0 yve� Sound 62.5 125 250 500 1000 2000 4000 8000 LwA dBA Sones Data Inlet 84 87 84 76 73 70 66 62 80 69 18.2 Notes: All dimensions shown are in units of in. 'Please consult factory for actual motor amp draw LwA - A weighted sound power level, based on ANSI S1.4 dBA - A weighted sound pressure level, based on 11.5 dB attenuation per Octave band at 5 ft - dBA levels are not licensed by AMCA International Sones - calculated using ANSI/AMCA 301 at 5 ft Generated by: rhoblit@sazan.com CAPS 4.32.1057 Z:\Projects (Seattle)\658-20003 MMA Federal Way Clinic\Cut Sheets\Mechanical\Federal Way TI.gfcj camca/wo01 RLDOERTIrIE RRTIRGf SOURD 0CED PER(ORR101 Page 1 of 4 �=` D C I E rl G I n E E R S Design Criteria: Codes 20151BC ASCE 7-10 Project # Proj. Name Engineer Subject 20011-0164 Page # : FEDERAL WAY CLINIC 20 MRA Date : 11/10/2020 Equipment Summary WORST UPLIFT + SHEAR PER SCREW; SEE ATTACHED Equipment Summary, Loads & Anchorage Equipment Height (ft) Long Length (ft) Short Length (ft) Total Wgt. (kip) Curb Ht. (ft)=lb40 CU-1 4.40 3.44 1.18 0.21 CU-2 1.80 2.61 0.93 0.08 0.3CU-3 3.44 3.12 1.08 0.19 EF-1 1.38 2.40 2.40 0.10 1.0 Figure 26.5-1A Table 29.3-1 Wind 97 MPH Indoor k, 0.85 10 kn 1.0 kd 0.85 qZ 17.4 psf Wind (Horizontal) Fh gh(GCf)Af Eq.29.4-1 qh 17.4 G 0.85 Cr 1.765 Fh S=12 Wind (Vertical) Fv gh(GCr)Ar Eq.29.5-3 qh 17.4 GCS 1.5 F„ .1 psf E n C IEngineer: G I 117111 E E R S Project # : Proj. Name: Subject : 20011-0164 Page # FEDERAL WAY CLINIC MHW Date : 11/10/2020 Seismic Coefficients I. Seismic Ground Motion Values: LAT = Site Latitude: = LONG = Site Longitude: _ SS = MCE Spectral Accel @ 0.2 Sec: = S1 = MCE Spectral Accel @ 1.0 Sec: = SITE = Site Class: ( Default is D) = Fa = Spectral Accel @ 0.2 Sec for Site = Fv = Spectral Accel @ 1.0 Sec for Site = SMS = MCE Spectral Resp (Short Period) = SM, = MCE Spectral Resp (Long Period) = = Fa Ss = F S, J= 2/3 SMs J= 2/3 SM, 2002 USGS Mapped Value for Default Site Class B 2002 USGS Mapped Value for Default Site Class B per Geotech or Table 20.3-1 - ASCE 7, pg 205 Table 11.4-1 - ASCE 7, pg 115 Table 11.4-2 - ASCE 7, pg 115 Eqn 11.4-1 Eqn 11.4-2 Eqn 11.4-3 Eqn 11.4-4 47.292 -122.312 1.282 0.493 D 1.00 1.51 1.28 0.74 SIDS = Design Spectral Accel @ 0.2 Sec =1 0.85 SD1 = Design Spectral Accel @ 1.0 Sec =1 0.50 UTCHa�e.dea�e���oe s�,.e o� s.emo�m Mne.u��e m,�ie � �. -- 0 u�• �r...ow ini si.wpua.nm Yew � -' .� em os luc�e.myam.w.m Rca + �+w.>eTr.aPrwn r.n �' 0 ee m.�wem-e u.keww �r.sw �--_• .iu.w o i. a �wgm�e. wm�a ql Hen. IR.—Sovwtnm - awn HomonM1l xeaoame Seecm,m 21 D C I E= r-1 C I f-1 E_ E= R S Project # : 20011-016 Proj. Name: Engineer : MRA Subject 4 Page # : FEDERAL WAY CLINIC Date : 11/10/2020 UNIT CU-1 22 Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: CU-1 Cabinet Geometry: Seismic Coefficients Htct = 4.4 ft Overall height SDC = D Seismic Design Category h_s = 3.7 ft Seis. Centroid = From Submittal SOS = 0.85 Design spectral acceleration h_w = 2.2 ft Wind Centroid = 1/2(H_tot) ap = 1.0 ASCE 7-10 - Table 13.6-1 D = 1.18 ft Dist between attachment RP = 2.5 ASCE 7-10 - Table 13.6-1 N = 6 Attachments supporting weight IP = 1.5 Component Importance NOT = 3 Attachments resisting OT QP 1.0 Weight Wp= 0.21 kip z= 1.0 ft Wind Load Wind Pressure= 26.1 psf LRFD Level Wind Width= 3.44 ft Wind Load= 0.40 kip Center of Wind 2.200 Wind Suction 0.11 kip Wp = 0.2 kip Fp = h= 1.18 ft Rp, RO Wind Uplift -0.02 kips h = 1.0 ft Height of building Seismic Calculations Fp0.4*ap *SDs *Wp 1 + 2 zl (Fp.calc = 0.13 kips .catc = RP h/ / \ Equation 13.3-1 ]p Fp.max = 1.6 * SDs * ]p* Wp Fp.max = 0.4 kips Equation 13.3-2 Fp.min = 0.3 * SoS * 1p* Wp Fp.min = 0.08 kips F,design 0.61 W, Equation 13.3-3 Wind Load 0.40 kip Controlling Design Shear Force Fp = 0.40 kips Controlled by Wind Fp,ASD = 0.6*Fp = 0.24 kips Reactions N = (6) Attachments supporting weight/ resisting shear NOT = (3) Attachments resisting OT Lateral Load in the X-direction /+ vnh is ani ini rmmnraccinnl Point A Point C Dead + 0.0 kip + 0.0 kip Wind 0.2 kip + 0.2 kip Seismic 0.1 kip + 0.1 kip N Max EQ Min EQ -0.02 kips 0.10 kips -0.04 kips 0.07 kips Q Max Wind Min Wind -0.12 kips 0.18 kips -0.14 kips 90.00 kips LL 0i Max EQ Min EQ -0.03 kips 0.13 kips -0.05 kips 0.10 kips Max Wind Min Wind -0.22 kips 0.29 kips -0.23 kips 0.28 kips Rx=Wp/N Rx=Fp*h/D ;1.2+.2SDS)D+1.0S2cEQ ;0.6-.2SDS)D+1.OQ,EQ D+0.6W 3.6D+0.6W ;1.2+.2SDS)D+1.OQOEQ ;0.9-.2SDS)D+1.0f2cEQ 1.2D+1.0W D.9D+1.OW Tension Compression Shear Max 90.00 kips 0.04 kips ASD Loads - 0.14 kip 0.04 kips 92 Loads - 0.14 kip 0.04 kip D C I E= r-1 C I f-1 E_ E= R S Project # : 20011-016 Proj. Name: Engineer : MRA Subject 4 Page # : FEDERAL WAY CLINIC 23 Date : 11/10/2020 UNIT CU-1 & FC-1 Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: CU-2 Cabinet Geometry: Seismic Coefficients Hcct = 2.1 ft Overall height SDC = D Seismic Design Category h_s = 3.7 ft Seis. Centroid = From Submittal SOS = 0.85 Design spectral acceleration h_w = 1.1 ft Wind Centroid = 1/2(H_tot) ap = 1.0 ASCE 7-10 - Table 13.6-1 D = 0.93 ft Dist between attachment RP = 2.5 ASCE 7-10 - Table 13.6-1 N = 6 Attachments supporting weight IP = 1.5 Component Importance NOT = 3 Attachments resisting OT QP 1.0 Weight Wp= 0.08kip z= 1.0 ft Wind Load Wind Pressure= 26.1 psf LRFD Level Wind Width= 2.61 ft Wind Load= 0.15 kip Center of Wind 1.065 Wind Suction 0.11 kip Wp = 0.1 kip Fp = h= 0.93 ft Rp, RO Wind Uplift -0.02 kips h = 1.0 ft Height of building Seismic Calculations 0.4*ap *SDs *Wp zl (1 + 2 h/ Fp.calc = 0.05 kips Fp.calc = Rp / Equation 13.3-1 ]p Fp... = 1.6 * SDS * Ip* Wp Fp.max = 0.2 kips Equation 13.3-2 Fp.min = 0.3 * SDS * Ip* Wp Fp.min = 0.03 kips F,design 0.61 W, Equation 13.3-3 Wind Load 0.15 kip Controlling Design Shear Force Fp = 0.15 kips Controlled by Wind Fp,ASD = 0.6*Fp = 0.09 kips Reactions N = (6) Attachments supporting weight/ resisting shear NOT = (3) Attachments resisting OT Lateral Load in the X-direction /+ vnh is oni ini rmmnraccinnl Point A Point C Dead + 0.0 kip + 0.0 kip Wind 0.1 kip + 0.1 kip Seismic 0.0 kip + 0.0 kip N Max EQ Min EQ 0.00 kips 0.03 kips -0.01 kips 0.02 kips Q Max Wind Min Wind -0.03 kips 0.05 kips -0.04 kips 0.04 kips LL 0i Max EQ Min EQ 0.00 kips 0.04 kips -0.01 kips 0.02 kips Max Wind Min Wind -0.06 kips 0.07 kips -0.06 kips 0.07 kips Rx=Wp/N Rx=Fp*h/D ;1.2+.2SDS)D+1.0S2cEQ ;0.6-.2SDS)D+1.OQ,EQ D+0.6W 3.6D+0.6W ;1.2+.2SDS)D+1.OQ,EQ ;0.9-.2SDS)D+1.0f2,EQ 1.2D+1.OW D.9D+1.OW Tension Compression Shear Max 0.05 kips 0.01 kips ASD Loads - 0.04 kip 0.01 kips 92 Loads - 0.04 kip 0.01 kip D C I E= r-1 C I f-1 E_ E= R S Project # : 20011-016 Proj. Name: Engineer : MRA Subject 4 Page # : FEDERAL WAY CLINIC 24 Date : 11/10/2020 UNIT CU-1 & FC-1 Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: CU-3 Cabinet Geometry: Seismic Coefficients Htct = 3.4 ft Overall height SDC = D Seismic Design Category h_s = 3.7 ft Seis. Centroid = From Submittal SOS = 0.85 Design spectral acceleration h_w = 1.7 ft Wind Centroid = 1/2(H_tot) ap = 1.0 ASCE 7-10 - Table 13.6-1 D = 1.08 ft Dist between attachment RP = 2.5 ASCE 7-10 - Table 13.6-1 N = 6 Attachments supporting weight IP = 1.5 Component Importance NOT = 3 Attachments resisting OT QP 1.0 Weight Wp= 0.19kip z= 1.0 ft Wind Load Wind Pressure= 26.1 psf LRFD Level Wind Width= 3.12 ft Wind Load= 0.28 kip Center of Wind 1.720 Wind Suction 0.11 kip Wp = 0.2 kip Fp = h= 1.08 ft Rp, RO Wind Uplift -0.02 kips h = 1.0 ft Height of building Seismic Calculations Fp0.4*ap *SDs *Wp 1 + 2 zl (Fp.calc = 0.12 kips .catc = RP h/ / \ Equation 13.3-1 ]p Fp.max = 1.6 * SDs * ]p* Wp Fp.max = 0.4 kips Equation 13.3-2 Fp.min = 0.3 * SoS * 1p* Wp Fp.m;,, = 0.07 kips Ft,,design 0.61 W, Equation 13.3-3 Wind Load 0.28 kip Controlling Design Shear Force Fp = 0.28 kips Controlled by Wind Fp,ASD = 0.6*Fp = 0.17 kips Reactions N = (6) Attachments supporting weight/ resisting shear NOT = (3) Attachments resisting OT Lateral Load in the X-direction /+ vnh is ani ini rmmnraccinnl Point A Point C Dead + 0.0 kip + 0.0 kip Wind 0.1 kip + 0.1 kip Seismic 0.1 kip + 0.1 kip N Max EQ Min EQ -0.01 kips 0.08 kips -0.03 kips 0.06 kips Q Max Wind Min Wind -0.07 kips 0.12 kips -0.08 kips 0.11 kips LL 0i Max EQ Min EQ -0.02 kips 0.10 kips -0.04 kips 0.08 kips Max Wind Min Wind -0.13 kips 0.19 kips -0.14 kips 0.18 kips Rx=Wp/N Rx=Fp*h/D ;1.2+.2SDS)D+1.0S2cEQ ;0.6-.2SDS)D+1.OQ,EQ D+0.6W 3.6D+0.6W ;1.2+.2SDS)D+1.OQOEQ ;0.9-.2SDS)D+1.0f2cEQ 1.2D+1.0W D.9D+1.OW Tension Compression Shear Max 0.12 kips 0.03 kips ASD Loads - 0.08 kip 0.03 kips 92 Loads - 0.08 kip 0.03 kip D C I E= r-1 C I f-1 E_ E= R S Project # : 20011-016 Proj. Name: Engineer : MRA Subject 4 Page # : FEDERAL WAY CLINIC 25 Date : 11/10/2020 UNIT CU-1 & FC-1 Seismic Design Requirements for Nonstructural Components - ASCE 7-10 Chapter 13 Equipment: EF-1 Cabinet Geometry: Seismic Coefficients Htct = 2.4 ft Overall height SDC = D Seismic Design Category h_s = 3.7 ft Seis. Centroid = From Submittal SOS = 0.85 Design spectral acceleration h_w = 1.2 ft Wind Centroid = 1/2(H_tot) ap = 1.0 ASCE 7-10 - Table 13.6-1 D = 2.4 ft Dist between attachment RP = 2.5 ASCE 7-10 - Table 13.6-1 N = 6 Attachments supporting weight IP = 1.5 Component Importance NOT = 3 Attachments resisting OT QP 1.0 Weight Wp= 0.10kip z= 1.0 ft Wind Load Wind Pressure= 26.1 psf LRFD Level Wind Width= 2.4 ft Wind Load= 0.15 kip Center of Wind 1.188 Wind Suction 0.11 kip Wp = 0.1 kip Fp = h= 2.4 ft Rp, RO Wind Uplift -0.02 kips h = 1.0 ft Height of building Seismic Calculations 0.4*ap *SDs *Wp zl (1 + 2 h/ Fp.calc = 0.06 kips Fp.calc = Rp / Equation 13.3-1 ]p Fp... = 1.6 * SDS * Ip* Wp Fp.max = 0.2 kips Equation 13.3-2 Fp.min = 0.3 * SDS * Ip* Wp Fp.min = 0.04 kips F,design 0.61 W, Equation 13.3-3 Wind Load 0.15 kip Controlling Design Shear Force Fp = 0.15 kips Controlled by Wind Fp,ASD = 0.6*Fp = 0.09 kips Reactions N = (6) Attachments supporting weight/ resisting shear NOT = (3) Attachments resisting OT Lateral Load in the X-direction /+ vnh is oni ini rmmnraccinnl Point A Point C Dead + 0.0 kip + 0.0 kip Wind 0.0 kip + 0.0 kip Seismic 0.0 kip + 0.0 kip N Max EQ Min EQ 0.01 kips 0.03 kips 0.00 kips 0.02 kips Q Max Wind Min Wind -0.01 kips 0.03 kips -0.02 kips 0.02 kips LL 0i Max EQ Min EQ 0.01 kips 0.03 kips 0.00 kips 0.02 kips Max Wind Min Wind -0.02 kips 0.04 kips -0.03 kips 0.04 kips Rx=Wp/N Rx=Fp*h/D ;1.2+.2SDS)D+1.0S2cEQ ;0.6-.2SDS)D+1.OQ,EQ D+0.6W 3.6D+0.6W ;1.2+.2SDS)D+1.OQ,EQ ;0.9-.2SDS)D+1.0f2,EQ 1.2D+1.OW D.9D+1.OW Tension Compression Shear Max 0.03 kips 0.01 kips ASD Loads - 0.02 kip 0.01 kips 92 Loads - 0.02 kip 0.01 kip Strong-Drive'SD CONNECTOR Screw Structural Fastener Simpson Strong Tie offers the Strong -Drive SD Connector screw for use with our connectors. Designed to replace nails in certain products, y`De- 0 the load -rated Strong -Drive SD Connector screw has been tested and C� approved for use in many popular Simpson Strong -Tie connectors. In certain applications screws are easier and more convenient to install than nails, and the single -fastener load values achieved by the OSD9 and SD10 exceed those of typical 0.148" x 3" or 0.162" x 3'/2" nails, respectively. In addition, the galvanized coating makes the Strong -Drive SD Connector screw ideal for interior and most exterior conditions. The Strong -Drive SD Connector screw features an optimized shank, specifically designed for compatibility with the fastener holes in Simpson Strong Tie connectors. The hex head virtually eliminates cam -out and helps avoid stripping of the head during installation. The sharp point of the screw enables fast starts. Features: • Tested and approved for use in many of our best-selling connectors for interior and most exterior applications. • The single -fastener steel -side -plate load capacity of the SD9 exceeds the capacity of a 0.148" x 3" nail, while the single -fastener load capacity of the SD10 exceeds that of the 0.162" x 31/2" nail. • Ideal for use in tight spaces where using a hammer is inconvenient. • Optimized heat -treating for ductility and strength. • Mechanically galvanized coating meets ASTM B695 Class 55, is recommended for use with certain preservative -treated woods and recognized as an alternate to hot -dip galvanized in ESR-3046. It is compliant with the 2009, 2012, 2015 and 20- International Residential Code® (Section R317.3.1)_ _ _ • '/a" hex drive included. • Head identification. 137# Material: Heat -treated carbon steel 173# Finish: Mechanically galvanized (ASTM B695 Class 55) Codes: See p.12 for Code Reference Key Chart 40# _ + 200# These products are available with additional corrosion protection. For more information, see p. 15. Length 0.99 K 1.0 OKH Retail Pack Contractor Pack Mini Bulk Size Coating Material Fasteners Model No. Fasteners Model No. Fasteners Model No. Per Pack per Pack per Pack #9 x 1'/i' Mechanically Galvanized 100 SD9112R100 500 SD9112R500 3000 SD9112MB #9 x 21/2" Mechanically Galvanized 100 SD9212R100-11 500 SD9212R500 2000 SD9212MB #10 x 11/2" Mechanically Galvanized 100 SD10112R100 500 SD10112R500 3000 SD10112MB #10 x 21/2" Mechanically Galvanized 100 SD10212R100-R 500 SD10212R500 2000 SD10212MB Model No. Size (ga. x in.) Thread Length(in.)Steel DF/SP Allowable Loads (lb.) SPF/HF Allowable Loads (lb.) Code Ref. Shear Withdrawal Shear Withdrawal Side Plate Steel Side Plate 20 ga. -12 ga. 20 ga. -12 ga. SD9112 #9 x 11/2 1 171 173 112 122 IRC, IBC SD9212 #9 x 21/2 1 200 112 SD10112 #10 x 11/2 1 173 173 138 122 FL, LA SD10212 #10 x 21/2 1 215 165 1. Withdrawal loads and steel -side -plate shear loads are based on testing per ICC-ES AC233. 2. Allowable loads are shown at a wood load duration factor of CD = 1.0. Loads may be increased for load duration per the building code up to a CD = 1.6. Tabulated values must be multiplied by all applicable NDS adjustment factors. 3. Withdrawal loads are based on penetration of the screw's entire threaded section into the main member. 4. Visit strongtie.com for wood -to -wood shear values and wood side -plate details. StrongTAe Identification on all SD 1025 screw heads (SD10212 shown) Nominal diameter Strong -Drive )CONNECTOR ;crew — SD10 (SD9 similar) See pp. 336-337 for a list of connectors with the Strong -Drive SD Connector screw. You can also reference the list of approved connectors, load values and applications at strongtie.com/sd, or reference the ICC-ES evaluation report ESR-3096 for a list of connectors and allowable loads using the Strong -Drive SD Connector screws. 335 D C I Project No. Sheet No. 27 EnE: IC701 -Old Project Date r Subject VJ UJ : O ` -G 41 B Ail R l� DES t G 1_ _��_ �g �.►�'� V"�vvWv0 - L i Y 77 �`- w3 c IFI .5 C i $ 6 Fx Ick t$o� MOM D C I Project No. - , L Sheet No. 28 E n E IvOl 51 Project Date Nr I a, -202" Subject By T -I UJ 2Z ,,7, f,t--� kA A 0 LCAX) 117, AV VJ r, T DE ')CCU ONVVVVVVtANV"VVV" I %A ALsc) LC- TD 500 -Z-0 O(Oo I T-1- L- ---I kz� T-1 0 JC�7 �—I. i� i F-jL-- Hli 14-.ff -05 ZL 7 VIt CD5 1: 1. -ti- 11 RED-Lrm YRUSS ALLOWABLE UNIFORM LOAD TABLE (PLF) / PARALLEL CHORD SEE PAGE 4 FOR ECONOMICAL TRUSS DESIGN Depth !:.: 16" IN 18" 20" 22" 26" TL ttsY TL 100%TL 115%TL 100%TL lls%TL100%TL 111%TL 100%TL usYTL 100%TL 115%TL 100%TL 115oTL LL 125%TL 100%LL 125%TL 100%LL 125%TL 100%u 125%TL 100%LL 125%TL 100%LL 12s%TL 100%LL 125%TL 292 341 329 383 376 400 380 412 340 390 309 360 299 356 14' 208 370 254 395 323 412 367 429 422 385 341 361 342 366 335 369 338 351 386 265 306 306 340 305 350 16' 143 190 361 232 375 232 EQUIVALENT MOMENTS: 315 334 380 215 250 200 286 301 332 18' 145 306 180 278 336 9200 #-ft 10400 #-ft 283 299 339 20' 184 208 291 297 229 109 260 13 226 305 160 220 271 255 310 158 T77 42 204 270 275 22' 66 192 8 217 110 184 276 143 11450 #-ft 185 247 196 280 24' 133 150 133 174 202 249 52 164 68 189 88 146 252 129 166 225 167 254 106 131 1= 152 176 230 26' 43 137 55 60 70 188 86 210 103 222 123 231 140 236 86 111 109 1 118 148 125 163 136 18 151 199 163 212 28' 34 111 45 142 57 158 69 86 200 102 214 117 213 91 93 114 108 128 121 145 127 158 140 173 150 192 30' _ 91 37 121 47 140 58 155 69 175 81 192 93 202 76 76 100 5 113 107 125 118 142 127 155 136 169 32' 76 31 102 124 48 140 58 155 68 170 78 184 63 85 83 101 99 114 105 126 120 138 127 151 34' 64 85 33 110 41 124 49 58 150 67 164 55 73 107 117 114 129 36' 55 73 EQUIVALENT SHEARS: 50 128 58 140 47 62 92 105 97 116 38' 47 62 1840 # 2080 # 43 115 50 126 40' 40 53 81 96 94 103 41 53 37 100 43 114 85 95 35 46 79 87 42' 35 47 22 90 # 32 92 38 103 31 40 80 77 82 44' 31 39 85 33 94 36 45 58 66 73 79 46' 36 45 58 69 79 86 32 40 52 61 67 73 48' 32 41 52 62 68 79 36 45 54 62 65 50' The applied loads including 73 52' the Mech Unit have less 59 63 52 54' demand than the equivalent 53 62 56' capacities determined above, therefore OK!! 48 54 56 43 48 58' 42 49 33 39 46 60' 33 39 44 • See page 5 for available depths and profiles. For depths and profiles not shown, contact your RedBuilt technical representative for assistance. • Red numbers refer to 115% Total Load (TQ. General Notes • Values shown demonstrate maximum allowable load capacities based on • Straight line interpolations may be made between depths and spans. the following assumptions: • Values in shaded areas may be increased 7% for repetitive -member use. — Simple span, uniformly loaded conditions, with provisions for positive drainage (%:12 slope, minimum) in roof applications. — Span indicates distance from inside face to inside face of bearing. — Top chord no -notch bearing clips with 1%" bearing. Higher values may be possible with other types of bearing clips. • Bold italic values are controlled by minimum concentrated load analysis of 2,000 lbs. Higher loads are possible where minimum concentrated load analysis is not required by code. Contact your RedBuilt technical representative for assistance. General Notes continued on page 7 Trusses delivered to the jobsite are custom manufactured to resist only project specific application loads provided by the design professional. Actual trusses may not be able to resist the maximum loads shown in the tables above. For questions regarding actual truss capacity contact your RedBuilt technical representative. 9 6