Loading...
REVIEWED+Structural_Calculations+7.18.2021_7.31.31_PM+2306861REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ..... ...,.,.' AJ Am*r, P.E. Cori sul tiro g Engineer P.O. Box 567 Kirkland, WA 98033 PH (425) 463-7961 email: aamin.engineering@gmail.com Cybcrcn ADIJ a&05 Maglewaod Lane Edrnorde, UJA Ay7 EXPIRES 5/24/2021 RECEIVED Dec 13 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lateral o t, N yJ t 1 *6 -- lE = 0.9 le-- T�{�S 'D �r�te�iio,.1 - mL - bOsLO o'I .LB SYl3 L-iL-i.. a ... � 0.9� 0•9� Z.4✓ v L 14PFT (3•0 +C) 20.0orr 1r" 93P -! G -44 SW-6 SW-6 �I vv� er E $ + ,. u w Bed Room OUTI.WC OF 3 -0' m Had CCoset d, - - Cros#`et a.RE:: svY1 Bath. Pantry b _ - V sn:_ � patio (� '9 xitc 3� cA cs•LNJI .zI d� Living Room o .. Ul3qLPLF 234f r-r-ooL- tl -ro{crrl� 0•7� � 1.357 A V'' I1,95r I for o p11� SW-4 r vppleR- 6' 36.6A PIC L�[ L.WDIN6 e � of 43 0 :Master m CCUset_ co So :flex Room o e ' ster Bath ' CORVISCn. D&rA I L ?'a _ �•' DwOuER f = to HD in sws adjacent wall 1-7- D DNL V9 S DML vB Batli'YA. 3' VA r 4,�� • iO TUp � '.w+OulA m Sw7 N' —� 9C v S Bedroom = a' -II' 4 -I' d -1- .. -1 -�� gyp.-0. -ric, Ss&&*ie- � N1sr�Z8 Y Bed Room Q/ Haff to ' r 6 ' n croset CiOs' t �7•,..Qg: 6w7 t Bath. 3 -A' 3' 2S' a'-sY. Pantry C F �? ` swa rs�77 e-F-e� SW'S Patio Xitchen p 00 elm t. 6 F7 Living Room b U3 uo �� a'- 3 6' 23 -6' 4/3/2021 U.S. Seismic Design Maps Cyboron Latitude, Longitude: 47.81937,-122.34962 Maplewood Park M S Google Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.293 St 0.456 SMS 1.552 SMt null -See Section 11.4.8 SDS 1.034 SW null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.552 FPGA 1.2 PGAM 0.662 TL 6 SsRT 1.293 SsUH 1.424 SsD 2.43 S1RT 0.456 S1UH 0.51 S1D 1.01 PGAd 0.856 CRS 0.908 CR1 0.895 OSH PD 198th St SW rn � v 7g �ooa �43 198th PI SW � �aPye i� 00 W Q 4/3/2021, 2:51:32 PM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s 00 N_ Map data 02021 https://seismicmaps.org 1/2 Table 2.5A Lateral Diaphragm Loads from Wind - Perpendicular to Ridge (For Calculating In -Plane Shear in Roof and Floor Diaphragm) Cod Roof / Ceiling Diaphragm Shear Wall Floor Diaphragm Perpendicular Ridge 700-yr. Wind Speed 3-second gust(m (mph) 110 115 120 130 140 150 160 170 180 195 Roof Pitch Roof S an ft p ( )rl. Unit Lateral Loads for Roof Diaphragm, W,00 (If 13 a 5 p ),,, 0:12 - 1:12 24-60 60 60 60 62 72 82 94 106 118 139 24 62 62 65 76 88 101 115 130 146 172 2:12-3:12 36 70 70 70 76 88 101 115 130 146 172 48 77 77 77 77 88 101 115 130 146 172 60 84 84 84 84 88 101 115 130 146 172 24 67 Interpolated at 26' 111 126 142 160 187 4:12 36 77 6 9 �f 111 126 142 160 187 48 86 p 111 126 142 160 187 60 24 96 72 Kzt Adjusted = 86 plf, 111 1 126 142 1 160 187 112 127 143 161 189 5:12 36 84 84 84 84 95 110 125 141 158 185 48 96 96 96 96 96 110 125 141 158 185 60 108 1 108 108 108 108 110 125 141 158 185 24 83 90 98 115 134 154 175 197 221 260 6:12 36 94 102 112 131 152 174 198 224 251 295 48 106 116 126 148 172 197 224 253 284 333 60 120 129 141 165 191 220 250 282 316 371 24 110 121 131 154 179 205 234 264 296 347 7:12 36 136 149 162 190 220 253 287 325 364 427 48 163 178 194 227 263 302 344 388 435 511 60 189 1 207 225 1 265 307 352 1 401 452 1 507 595 24 118 129 141 165 191 220 250 282 316 371 8:12 36 147 161 175 206 239 274 312 352 395 463 48 178 194 212 248 288 331 376 425 476 559 60 208 228 248 291 338 388 441 498 558 655 24 126 138 150 176 204 234 266 301 337 396 9:12 36 159 174 189 222 257 295 336 379 425 499 48 193 211 230 270 313 359 409 461 517 607 60 228 1 249 271 1 318 369 423 1 482 544 1 609 715 24 134 146 159 187 216 249 283 319 358 420 10:12 36 170 186 203 238 276 317 360 407 456 535 48 208 228 248 291 338 388 441 498 558 655 60 247 270 294 345 400 459 522 589 661 775 24 141 155 168 197 229 263 299 338 379 444 11:12 36 182 199 216 254 294 338 385 434 487 571 48 224 245 266 313 362 416 473 534 599 703 60 1 266 1 291 1 316 1 371 1 431 1 494 1 562 1 635 1 712 1 835 24 149 163 177 208 242 277 315 356 399 469 12:12 36 193 211 230 270 313 359 409 461 517 607 48 239 261 285 334 387 445 506 571 640 751 60 285 311 339 398 462 530 603 681 763 895 3235 LJn*t Lateral Loads for Floor Dwanhrag1. (plf) , , , 135 plf 1 286 1 323 1 362 1 425 Ht & Kzt adjusted = 137 plf See footnotes 1- s. vrinhf Ccl Amarirnn %A/nnrl (:ni incil fUrn, ',, A _ Nn ranrnrh irtinn nr trancfar ai ithnri7arl AMERICAN WOOD COUNCIL Table 2.513 Lateral Diaphragm Loads from Wind - Parallel to Ridge (For Calculating In -Plane Shear in Roof and Floor Diaphragm) Parallel Ridge 0 �� 700-yr. Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof Pitch Roof S an ft p ( )ooflb Unit Lateral Loads for Roof Diaphragm, wr (P If i s a s ) , , , 0:12 - 1:12 24 -60 60 60 61 72 83 96 109 123 138 162 24 62 62 65 76 88 101 115 130 145 170 2:12-3:12 36 70 70 71 84 97 111 126 143 160 188 48 77 77 79 92 107 123 140 158 177 207 60 84 84 86 101 117 134 153 172 193 227 24 Interpolated at 26' 109 124 140 156 184 4:12 36 77 6 9 123 140 158 177 207 48 86 plf 138 157 177 199 233 60 96 Kzt Adjusted = 86 pif 153 174 197 221 259 24 72 116 132 150 168 197 5:12 36 84 84 86 101 117 134 153 172 193 227 48 96 96 98 115 134 153 174 197 221 259 60 108 108 110 130 150 173 196 222 248 292 24 77 77 79 93 108 124 141 159 179 210 6:12 36 91 91 93 109 127 146 166 187 210 246 48 106 106 108 127 147 169 192 217 243 285 60 120 120 123 144 167 192 218 246 276 324 24 82 82 84 99 115 132 150 169 190 223 7:12 36 98 98 101 118 137 157 179 202 226 266 48 115 115 118 138 160 184 209 236 265 311 60 132 132 135 158 184 211 240 271 304 356 24 86 86 89 105 122 140 159 179 201 236 8:12 36 106 106 108 127 147 169 192 217 243 285 48 125 125 128 150 174 199 227 256 287 337 60 144 144 147 173 200 230 262 295 331 389 24 91 91 94 111 128 147 168 189 212 249 9:12 36 113 113 115 135 157 180 205 231 259 305 48 134 134 137 161 187 215 244 276 309 363 60 156 156 159 187 217 249 284 320 359 421 24 96 96 99 117 135 155 177 199 223 262 10:12 36 120 120 123 144 167 192 218 246 276 324 48 144 144 147 173 200 230 262 295 331 389 60 168 168 172 202 234 268 305 345 386 454 24 101 101 104 122 142 163 185 209 235 275 11:12 36 127 127 130 153 177 203 231 261 293 343 48 154 154 157 184 214 245 279 315 353 415 60 180 180 184 216 250 288 327 369 414 486 24 106 106 109 128 149 171 194 219 246 289 12:12 36 134 134 137 161 187 215 244 276 309 363 48 163 163 167 196 227 261 297 335 375 441 60 192 192 196 230 267 307 349 394 442 518 Diaphragm,w Unit Lateral Loads for Floor floorllr ( ' z a s P If ) 1 92 92 plf 71 194 1 219 246 289 See footnotes 1- 5. Ht & Kzt adjusted = 94 plf pyright © American Wood Council. Downli...— ment. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL Footnotes to Tables 2.5A and 2.513 1 The total shear load equals the tabulated unit lateral load multiplied by the building length perpendicular to the wind direction. 2 Tabulated unit lateral loads are based on 10 foot wall heights and a 1 foot floor depth. For other wall heights, H, tabulated values for floor diaphragms shall be permitted to be used when multiplied b (H+1)/11. a u ate unit lateralloads assume a building locatedIn Expo e . or buildings located in other exposures, the tabulated values shall Floor: 8.0 avg wall height stment factor in Section 2.1.3.1. Ht Adjustment = 0.82 4 Hip roof systems shall be designed using Table 2.5A for both orthogonal directions. 5 Shear capacity requirements for roof diaphragms, shear walls, and floor diaphragms shall be calculated as follows: Calculating Calculating Calculating Total Total Diaphragm Shear Wall Shear Capacity Unit Shear Capacity Shear Capacity Requirements Requirements Requirements Vroofr Vfloor Vroob Vfloor Vwall (lbs) (plf) (plf) Wind Wind Wind Wind Wind Wind Perpendicular Parallel Perpendicular Parallel Perpendicular Parallel to Ridge to Ridge to Ridge to Ridge to Ridge to Ridge ("w" from Table 2.5A) ("w" from Table 2.56) Vroofl—Wroofl ��'� Vroof—Wroof�B� Vroofl Vroof Shear Wall Bracing Vfloor (i)L — Wfloor(i)1 M _ Vfloor (i)II — Wfoor(i)II (B) Vroofl — Z(B) Vroofll — Z(L) Roof & Ceiling Vfloor(i)1 Vfloor(i) Vwa111 =Vroofl Vwallll Vr oofll Shear Wall Bracing V floor(i)1 — 2(B) V floor(i)II — 2(L� Roof/Ceiling & 1 Floor Vwa111 = Vwa111 Vroofl + Vroofll + Vfloor(1)1 Vfl001(1)11 Shear Wall Bracing Roof/Ceiling & 2 Floors Vwa111 = Vwall Vroofl + Vrooill + Vfloor(1)1 + Vfl00r(1)11 + Vfloor(2)1 Vfloor(2)11 Copyright © American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL a �.+ � ice► rdn ��, � �j(i - raffim ow -ow Level Sums W, Level Shears, Base Shear Roof 12 psf Floor 15 psf Walls 8 psf Sub total Total Level Area Item Ht A W V A W V P W V W V W V Roof New Roof diaphragm - 956 11.47 1.41 1/2 Upper walls 4.00 128 4.10 0.50 15.57 1.9 Existing Roof diaphragm - 507 6.08 0.75 1/2 Upper walls 4.00 34 1.09 0.13 7.17 0.9 22.7 2.8 Upper New 1/2 Upper walls 4.00 128 4.10 0.50 Upper diaphragm 1.00 900 13.5 1.65 1/2 Main walls 4.00 139 4.45 0.54 2204. 2.70 Existing 1/2 Upper walls 4.00 34 1.09 0.13 Upper diaphragm 1.00 390 5.85 0.72 1/2 Main walls 4.00 1 30 0.96 0.12 7.90 0.97 29.9 3.7 (sf) (k) Legend A = area; sf P = exterior parimeter, ft Ht = wall height; ft W = weight; kip V = shear; kip (k) (sf) (k) (k) (sf) (k) (k) (k) (k) W 52.7 Design Base Shear 6.5 Existing roof trib 507 sf Roof 956 sf SHEARWALL DEFINITIONS Existing assurned trib 390 sf Paso A = 900 sf F7 4- M is SHEARWALL DEFINITIONS «wmcnw rsxrcw uo rnxws Gravity Roof BALLOON FRAMING Upper - horizontal I'IC I AS rL wi DRIP Upper - vertical Main / Footings Horizontal Members Table Level Tag Span Calc Member Notes Upper H11 3 Typ Roof Header (2)2x8 HF#2 H71 2.5 Typ Roof Header (2)2x8 HF#2 H72 5 Typ Roof Header (2)2x8 HF#2 H73 2.5 Typ Roof Header (2)2x8 HF#2 HB1 6 Typ Roof Header (2)2x8 HF#2 HB2 7 HB2 (2)2x8 HF#2 Main B21 7.5 B21 (2)2x8 HF#2 B31 12 B31 W6x15 36 ksi to allow for depth at deck B32 2 by inspection double joist B51 5 by inspection typ deck joist B61 17.2 B61 W8x18 36 ksi to allow for fit into floor framing depth BA1 6.1 BA1 4x6 HF#2 PT 13131 4 13131 (2)2x10 HF#2 662 10 662 5-1/20 GLB H11 3 by inspection (2)2x8 HF#2 H21 5.3 by inspection (2)2x8 HF#2 H3.31 2.5 H3.31 (2)2x10 HF#2 H31 3 H31 (2)2x8 HF#2 H41 3 H41 (2)2x8 HF#2 H42 2.5 H41 (2)2x8 HF#2 H71 2.5 by inspection (2)2x8 HF#2 H72 5 by inspection (2)2x8 HF#2 H73 2.5 by inspection (2)2x8 HF#2 HB1 7 HB1 (2)2x8 HF#2 roof supported by matching header above HB4.5 5 HB4.5 (2)2x8 HF#2 HE1 3.6 by inspection (2)2x8 HF#2 HE2 5 HE2 (2)2x8 HF#2 Crawl Space Bcs1 8 Bcs1 4x12 HF#2 typical max span, supports main floor only Bcs2 5.83 Bcs2 4x12 HF#2 point load above Bcs3 5.34 Bcs3 4x12 HF#2 supports main and upper floors Girders Loads SL = 25 psf DL = 12 psf TL = 37 psf G31 L = 6.33 ft Trib = 26/2+1= 14 ft R = 1.64 k G61 L = 17.2 ft Trib = 26/2+1= 14 ft R = 4.45 k Columns Table CA3 Load source Total supporting member Roof Framing Upper Floor Framing 4.67 B31-L 4.67 (2) 2x6 Main Floor Framing 4.67 blocking Foundation 4.67 typ foundation wall CB3.3-L Roof Framing Upper Floor Framing Main Floor Framing Foundation Load source Total 2.9 H3.31-L 2.9 2.9 2.9 supporting member (2) 2x4 beam Bcs2 refer Bcs2 CB4 Load source Total supporting member Roof Framing Upper Floor Framing 4.14 13132-D 4.14 2x6 Main Floor Framing 4.14 blocking Foundation 4.14 typ foundation wall CB6 Load source Total supporting member Roof Framing 4.45 G61-L 4.45 (2) 2x6 Upper Floor Framing 5.83 B61-L 10.28 (3) 2x6 Main Floor Framing 10.28 blocking Foundation 10.28 CC3 Load source Total Roof Framing 1.64 G31-L 1.64 Upper Floor Framing 4.67 B31-R 6.31 Main Floor Framing 6.31 Foundation 6.31 CB3.3-R Roof Framing Upper Floor Framing Main Floor Framing Foundation Load source Total 2.9 H3.31-R 2.9 2.9 2.9 supporting member 2x6 (3) 2x4 dedicated post FC3 supporting member (2) 2x4 refer FC133.3-11 FCB3.3-R CE6 Load source Total supporting member Roof Framing 4.45 G61-R 4.45 (2) 2x6 Upper Floor Framing 5.83 B61-R 10.28 (3) 2x6 Main Floor Framing 10.28 blocking Foundation 10.28 CD3 Roof Framing Upper Floor Framing Main Floor Framing Foundation 2x4 2.5k max 2x6 4.2k max Load source Total supporting member 1.64 G31-R 1.64 2x6 1.64 2x6 1.64 typ floor rim 1.64 typ foundation wall Footings 1500 psi soil 1'-0" (1211) sq = 1.5k 1'-6" (1811) sq = 3.4 k 2'-0" (2411) sq = 6 k 2'-6" (3011) sq = 9.4 k 3'-0" (3611) sq = 13.5 k Ftyp-int Typical interior Bcs1(x2) = 2680*2 = 5.4 k 24" Ftyp-f Typical at foundation Bcs1 (x1) = 1.3k 12" FC3 CC3 6.31k 30" FB6 CB6 = 10.3 k 36" FE6 CE6 = 10.3 k 36" FCB3.3-R Bcs2-R + CB3.3-R + Bcs1 = 4610+2900+2680 = 10.2 k 36" post: crushing = 405 psi min area = 25.2 in2 OK FB4 FC4 FD4 FE4 NG 4x8 = 25.4 in2 (2)4x6 = 38.5 in2 4x6 = 19.25 in2 (2)4x4 = 24.5 in2 Bcs3 (x1) = 3.5 k 18" OK Bcs3 (x2) = 3.5*2 = 7.0 k 30" same as FC4 same as FB4 BeamChek v202O licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron column typ 2x4 Prepared by: Date: 4/06/21 Selection 2x 4 Hem -Fir #2 Solid Wood Column Conditions NDS 2015, Using values for 2x and 4x solid sawn, Dimension Lumber. Data Load 2500 # Column Area 5.25 in Actual Height 8.0 ft led1 Effective Ht 0 in Unbraced L1 0.0 ft le d2 Effective Ht 96 in Unbraced L2 8.0 ft Ke Buckling Mode 1.0 Attributes and Values Controlling d is 3.5 inches le/d psi Area (in2) Actual 27 476 5.25 Critical 50 481 5.19 Status OK OK OK Ratio 54% 99% 99% Kf 1.00 c 0.80 KcE 0.30 FcE 519 Fc 11 (psi) E (psi x mil) Reference Values Adjusted Values 1300 1.3 481 1.3 CIF Size Factor 1.15 Cd Duration 1.15 Cm Wet Use 1.00 1.00 Cp Stability 0.28 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 476 psi. Buckling Controls Pmax = 2.5 k Plate crushing H F#2 Fcperp = 405 psi 2x Cb=1.25 Fc'perp = 506 psi 2x6 bearing area = 5.25 in2 Pmax = 2.66 k BeamChek v202O licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron main Typ stud w SL Prepared by: Date: 4/04/21 Selection 2x 6 Hem -Fir #2 Solid Wood Column Conditions NDS 2015, Using values for 2x and 4x solid sawn, Dimension Lumber. Data Load 8100 # Column Area 8.25 in Actual Height 8.0 ft led1 Effective Ht 0 in Unbraced L1 0.0 ft le d2 Effective Ht 96 in Unbraced L2 8.0 ft Ke Buckling Mode 1.0 Attributes and Values Controlling d is 5.5 inches le/d psi Area (in2) Actual 17 982 8.25 Critical 50 986 8.21 Status OK OK OK Ratio 34% 100% 100% Kf 1.00 c 0.80 KcE 0.30 FcE 1281 Fc 11 (psi) E (psi x mil) Reference Values Adjusted Values 1300 1.3 986 1.3 CF Size Factor 1.10 Cd Duration 1.15 Cm Wet Use 1.00 1.00 Cp Stability 0.60 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 982 psi. Plate Crushing Controls Pmax = 4.2 k Plate crushing controls H F#2 Fcperp = 405 psi 2x Cb=1.25 Fc'perp = 506 psi 2x6 bearing area = 8.25 in2 Pmax = 4.2 k Roof BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Roof Typ Roof Header Date: 4/04/21 Selection (2) 2x 8 HF #2 Lu = 12.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.7 in R2= 1.7 in (1.5) DL Defl= 0.23 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 12.0 ft Reaction 1 LL 450 # Reaction 2 LL 450 # Beam Wt per ft 5.29 # Reaction 1 TL 698 # Reaction 2 TL 698 # Bm Wt Included 63 # Maximum V 698 # Max Moment 2093'# Max V (Reduced) 627 # TL Max Defl L / 240 TL Actual Defl L / 280 LL Max Defl L / 360 LL Actual Defl L / 510 Section (in') Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.51 0.28 22.16 5.46 0.60 0.40 OK OK OK OK 84% 25% 86% 71% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1133 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9663 Rb = 14.37 Le = 21.37 Ft Uniform LL: 75 Uniform TL: 111 = A Uniform Load A R1 = 698 R2 = 698 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: SL trib=3ft typical roof level gable end header BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Roof H B2 Date: 4/04/21 Selection (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.6 in R2= 3.6 in (1.5) DL Defl= 0.09 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 7.0 ft Reaction 1 LL 963 # Reaction 2 LL 963 # Beam Wt per ft 5.29 # Reaction 1 TL 1443 # Reaction 2 TL 1443 # Bm Wt Included 37 # Maximum V 1443 # Max Moment 2525'# Max V (Reduced) 1194 # TL Max Defl L / 240 TL Actual Defl L / 401 LL Max Defl L / 360 LL Actual Defl L / 701 Section (in') Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.21 0.12 25.83 10.38 0.35 0.23 OK OK OK OK 98% 48% 60% 51% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1173 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 275 Uniform TL: 407 = A Uniform Load A 0 R1 = 1443 R2 = 1443 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: SL trib=11ft Main BeamChek v202O licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main B21 Date: 4/04/21 Selection PT (2) 2x 8 HF #2 Lu = 7.78 Ft Conditions NDS 2015, Increasing Load, Incised Min Bearing Area R1= 1.9 in R2= 3.8 in (1.5) DL Defl= 0.07 in Data Attributes Actual Critical Status Ratio Beam Span 7.78 ft Reaction 1 LL 605 # Reaction 2 LL 1210 # Beam Wt per ft 5.29 # Reaction 1 TL 777 # Reaction 2 TL 1533 # Bm Wt Included 41 # Maximum V 1533 # Max Moment 2305'# Max V (Reduced) 1191 # TL Max Defl L / 240 TL Actual Defl L / 396 LL Max Defl L / 360 LL Actual Defl L / 557 Section (ii F 9.94 L Values Refer nce Values Adjus4ed Values Adjustments CF ze Factor Cd uration Cr epetitive Ch Shear Stress Ci ncised Cl Stability Loads Rip down 2x10 Shear (in2) TL Defl (in) LL Defl 21.75 0.24 0.17 12.95 0.39 0.26 OK OK OK 60% 61% 65% Fb (psi) Fv (psi) E (psi x mil 850 150 1.3 924 138 1.2 1.200 1.15 1.15 1.00 N/A 0.80 0.80 0.95 0.9845 Rb = 11.84 Le = 14.49 Ft g LL = 1815 Increasing TL = 2269 Section S b=3" d = 7.75" S = 30.03 in^3 > 29.94 Mmax N CO O Fc I (psi 405 405 01 Deck joist depth per detail deep end = 8.5 in slope = 1/4 in per ft span = 5.5 ft => 1.945 in -lallow end = 6-1/2 in SPAN = 7.78 FT The Increasing load is total pounds on the beam. Beam weight and any uniform load is PLF. BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main B31 Date: 4/06/21 Selection W 6x 15 36 ksi Wide Flange Steel Lateral Support: Lc = 6.3 ft max. Conditions Actual Size is 6 x 6 in. Min Bearing Length R1= 0.6 in. R2= 0.6 in. (1.0) DL Defl= 0.16 in Recom Camber= 0.24 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 12.0 ft Reaction 1 LL 2403 # Reaction 2 LL 2973 # Beam Wt per ft 15.0 # Reaction 1 TL 3538 # Reaction 2 TL 4670 # Bm Wt Included 180 # Maximum V 4670 # Max Moment 16955'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 299 LL Max Defl L / 360 LL Actual Defl L / 451 Section (in') Shear (in 2) TL Defl (in) LL Defl 9.72 1.38 0.48 0.32 8.56 0.32 0.60 0.40 OK OK OK OK 88% 24% 80% 80% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy Adjusted Values 36000 23760 36000 29.0 14400 29.0 YP Factor, Lc At Point Loads: B = 0.6 0.66 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. C = 0.6 Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1210 B=1533 5.5 H=64 5.5 12.0 1068 C = 1647 5.5 375 1 = 555 5.5 12.0 120 J = 150 0 5.5 J I H Pt loads: 0 R1 = 3538 R2 = 4670 SPAN = 12 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes B: B21-D (R2) C: BB1-U H: exterior wall I: roof 15 ft trib J: deck 2 ft trib BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main Bm61 Date: 4/06/21 Selection W 8x 18 36 ksi Wide Flange Steel Lateral Support: Lc = 5.5 ft max. Conditions Actual Size is 5-1/4 x 8-1/8 in. Min Bearing Length R1= 0.8 in. R2= 0.8 in. (1.0) DL Defl= 0.22 in Recom Camber= 0.33 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 17.2 ft Reaction 1 LL 4128 # Reaction 2 LL 4128 # Beam Wt per ft 18.0 # Reaction 1 TL 5831 # Reaction 2 TL 5831 # Bm Wt Included 310 # Maximum V 5831 # Max Moment 25072'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 278 LL Max Defl L / 360 LL Actual Defl L / 393 Section (in') Shear (in 2) TL Defl (in) LL DO 15.20 1.87 0.74 0.53 12.66 0.40 0.86 0.57 OK OK OK OK 83% 22% 86% 92% Fb (psi) Fv (psi) E (psi x mil) Ref. Value Fy Adjusted Values 36000 23760 36000 29.0 14400 29.0 YP Factor, Lc 0.66 0.40 Uniform LL: 480 Uniform TL: 660 = A Uniform Load A R1 = 5831 R2 = 5831 SPAN =17.2FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor 12 ft trib BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main BA1 Date: 4/04/21 Selection PT 4x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2015, Incised Min Bearing Area R1= 1.4 in R2= 1.4 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.1 ft Reaction 1 LL 439 # Reaction 2 LL 439 # Beam Wt per ft 4.68 # Reaction 1 TL 563 # Reaction 2 TL 563 # Bm Wt Included 29 # Maximum V 563 # Max Moment 859'# Max V (Reduced) 479 # TL Max Defl L / 240 TL Actual Defl L / 651 LL Max Defl L / 360 LL Actual Defl L / 925 Section (in') Shear (in2) TL Defl (in) LL Defl 17.65 19.25 0.11 0.08 10.14 5.20 0.31 0.20 OK OK OK OK 57% 27% 37% 39% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 850 150 1.3 405 Adjusted Values 1017 138 1.2 405 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Par Unif LL Par Unif TL Start End 144 J = 180 J R1 = 563 R2 = 563 SPAN = 6.1 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 0 ft H: roof trib = 0 ft I: wall 0 ft ht J: deck trib = 2.4 ft 0 6.1 BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main B B 1 Date: 4/04/21 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.1 in R2= 4.1 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 4.0 ft Reaction 1 LL 1068 # Reaction 2 LL 1068 # Beam Wt per ft 6.74 # Reaction 1 TL 1647 # Reaction 2 TL 1647 # Bm Wt Included 27 # Maximum V 1647 # Max Moment 1647'# Max V (Reduced) 1013 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL DO 42.78 27.75 0.02 0.01 18.39 8.80 0.20 0.13 OK OK OK OK 43% 32% 11% 9% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1075 173 1.3 405 CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 55 = A Par Unif LL Par Unif TL Start End 350 H = 518 0 4.0 1 = 64 0 4.0 144 J = 180 0 4.0 J I H Uniform Load A 0 R1 = 1647 R2 = 1647 SPAN = 4 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 1 ft H: roof trib = 14 ft I: wall 8 ft ht J: deck trib = 2.4 ft BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main BB2 Date: 4/04/21 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.4 in2 R2= 6.4 in (1.5) DL Defl= 0.19 in Recom Camber= 0.28 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 10.0 ft Reaction 1 LL 2670 # Reaction 2 LL 2670 # Beam Wt per ft 11.21 # Reaction 1 TL 4141 # Reaction 2 TL 4141 # Bm Wt Included 112 # Maximum V 4141 # Max Moment 10353'# Max V (Reduced) 3520 # TL Max Defl L / 240 TL Actual Defl L / 291 LL Max Defl L / 360 LL Actual Defl L / 532 Section (in') Shear (in2) TL Defl (in) LL DO 69.19 46.13 0.41 0.23 45.01 19.13 0.50 0.33 OK OK OK OK 65% 41% 82% 68% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 55 = A Par Unif LL Par Unif TL Start End 350 H = 518 0 10.0 1 = 64 0 10.0 144 J = 180 0 10.0 J I H Uniform Load A R1 =4141 R2=4141 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 1 ft H: roof trib = 14 ft I: wall 8 ft ht J: deck trib = 2.4 ft BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main H31 Date: 4/04/21 Selection (2) 2x 8 HF #2 Lu = 3.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in R2= 2.6 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 3.0 ft Reaction 1 LL 645 # Reaction 2 LL 645 # Beam Wt per ft 5.29 # Reaction 1 TL 1046 # Reaction 2 TL 1046 # Bm Wt Included 16 # Maximum V 1046 # Max Moment 784'# Max V (Reduced) 625 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.01 <0.01 8.08 5.43 0.15 0.10 OK OK OK OK 31% 25% 9% 7% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1165 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9931 Rb = 7.73 Le = 6.18 Ft Loads Uniform LL: 80 Uniform TL: 110 = A Par Unif LL Par Unif TL Start End 350 H = 518 0 3.0 1 = 64 0 3.0 I H Uniform Load A 0 R1 = 1046 R2 = 1046 SPAN = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 2ft H: roof trib = 14ft I: wall 8ft ht BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main H3.31 Date: 4/04/21 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 7.2 in R2= 7.2 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 2.5 ft Reaction 1 LL 1869 # Reaction 2 LL 1869 # Beam Wt per ft 6.74 # Reaction 1 TL 2902 # Reaction 2 TL 2902 # Bm Wt Included 17 # Maximum V 2902 # Max Moment 3623'# Max V (Reduced) 2897 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 42.78 27.75 0.01 <0.01 40.43 25.19 0.13 0.08 OK OK OK OK 95% 91% 12% 10% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1075 173 1.3 405 CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance 2670 B = 4141 1.25 1068 C = 1647 1.25 Pt loads: 0 R1 = 2902 R2 = 2902 SPAN = 2.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes B: BB2-U C: BB1-D BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main H4.1 Date: 4/04/21 Selection (2) 2x 8 HF #2 Lu = 3.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in R2= 2.6 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 3.0 ft Reaction 1 LL 765 # Reaction 2 LL 765 # Beam Wt per ft 5.29 # Reaction 1 TL 1060 # Reaction 2 TL 1060 # Bm Wt Included 16 # Maximum V 1060 # Max Moment 795'# Max V (Reduced) 633 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.01 <0.01 9.41 6.33 0.15 0.10 OK OK OK OK 36% 29% 8% 7% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1014 150 1.3 405 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9941 Rb = 7.73 Le = 6.18 Ft Uniform LL: 510 Uniform TL: 701 = A Uniform Load A 0 R1 = 1060 R2 = 1060 SPAN = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: LL trib=0 1 +1 4.5)/2= 12.75ft BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main H B 1 Date: 4/06/21 Selection (2) 2x 8 HF #2 Lu = 7.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.0 in R2= 0.8 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 7.0 ft Reaction 1 LL 140 # Reaction 2 LL 140 # Beam Wt per ft 5.29 # Reaction 1 TL 417 # Reaction 2 TL 325 # Bm Wt Included 37 # Maximum V 417 # Max Moment 699'# Max V (Reduced) 342 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 26.28 21.75 0.07 0.02 7.27 2.97 0.35 0.23 OK OK OK OK 28% 14% 19% 7% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1153 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9829 Rb = 11.31 Le = 13.22 Ft Loads Uniform LL: 40 Uniform TL: 55 = A Par Unif TL Start End I=64 Uniform Load A 0 R1 = 417 R2 = 325 SPAN = 7 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 1 ft H: roof trib = 0, roof trussed supported by matching header above I: wall 8ft ht 0 5.0 BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main H B4.5 Date: 4/04/21 Selection (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.1 in R2= 5.1 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 5.0 ft Reaction 1 LL 1335 # Reaction 2 LL 1335 # Beam Wt per ft 5.29 # Reaction 1 TL 2056 # Reaction 2 TL 2056 # Bm Wt Included 26 # Maximum V 2056 # Max Moment 2570'# Max V (Reduced) 1559 # TL Max Defl L / 240 TL Actual Defl L / 520 LL Max Defl L / 360 LL Actual Defl L / 940 Section (in') Shear (in2) TL Defl (in) LL DO 26.28 21.75 0.12 0.06 26.29 13.56 0.25 0.17 -fps_ OK OK OK OK 100% 62% 46% 38% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 850 150 1.3 405 Adjusted Values 1173 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 55 = A Par Unif LL Par Unif TL Start End 350 H = 518 0 5.0 1 = 64 0 5.0 144 J = 180 0 5.0 J I H Uniform Load A 0 R1 = 2056 R2 = 2056 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 1 ft H: roof trib = 14 ft I: wall 8 ft ht J: deck trib = 2.4 ft BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Main H E2 Date: 4/04/21 Selection (2) 2x 8 HF #2 Lu = 5.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.3 in R2= 3.3 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 5.0 ft Reaction 1 LL 788 # Reaction 2 LL 788 # Beam Wt per ft 5.29 # Reaction 1 TL 1328 # Reaction 2 TL 1328 # Bm Wt Included 26 # Maximum V 1328 # Max Moment 1660'# Max V (Reduced) 1007 # TL Max Defl L / 240 TL Actual Defl L / 787 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL DO 26.28 21.75 0.08 0.04 17.19 8.76 0.25 0.17 OK OK OK OK 65% 40% 30% 23% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1159 173 1.3 405 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9880 Rb = 9.81 Le = 9.96 Ft Loads Uniform LL: 40 Uniform TL: 55 = A Par Unif LL Par Unif TL Start End 275 H = 407 0 5.0 1 = 64 0 5.0 I H Uniform Load A 0 R1 = 1328 R2 = 1328 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor trib = 1 ft H: roof trib = 11ft I: wall 8ft ht Crawl Space BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Crawl Space Bcs 1 Date: 4/06/21 Selection 4x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 6.6 in R2= 6.6 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 LL 1920 # Reaction 2 LL 1920 # Beam Wt per ft 9.57 # Reaction 1 TL 2678 # Reaction 2 TL 2678 # Bm Wt Included 77 # Maximum V 2678 # Max Moment 5357'# Max V (Reduced) 2051 # TL Max Defl L / 180 TL Actual Defl L / 737 LL Max Defl L / 240 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 73.83 39.38 0.13 0.08 68.75 20.51 0.53 0.40 OK OK OK OK 93% 52% 24% 20% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 480 Uniform TL: 660 = A Uniform Load A 0 R1 = 2678 R2 = 2678 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor 12' trib typical max BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Crawl Space Bcs2 Date: 4/06/21 Selection 4x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 4.2 in R2= 11.4 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 5.83 ft Reaction 1 LL 1224 # Reaction 2 LL 1224 # Beam Wt per ft 9.57 # Reaction 1 TL 1711 # Reaction 2 TL 4611 # Bm Wt Included 56 # Maximum V 4611 # Max Moment 2494'# Max V (Reduced) 1161 # TL Max Defl L / 180 TL Actual Defl L / >1000 LL Max Defl L / 240 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 73.83 39.38 0.03 0.02 32.01 11.61 0.39 0.29 OK OK OK OK 43% 29% 8% 7% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 420 Uniform TL: 578 = A Point TL Distance B = 2900 5.83 Uniform Load A Pt loads: 0 R1 = 1711 R2 = 4611 SPAN = 5.83 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: floor 10.5' trib B: CB3.3-L Cyboron Bcs3 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Crawl Space Date: 4/06/21 4x 12 HF #2 Lu = 0.0 Ft NDS 2015 Min Bearing Area R1= 8.7 in R2= 8.7 in (1.5) DL Defl= 0.02 in Beam Span 5.34 ft Reaction 1 LL 2537 # Reaction 2 LL 2537 # Beam Wt per ft 9.57 # Reaction 1 TL 3513 # Reaction 2 TL 3513 # Bm Wt Included 51 # Maximum V 3513 # Max Moment 4690'# Max V (Reduced) 2280 # TL Max Defl L / 180 TL Actual Defl L / >1000 LL Max Defl L / 240 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Defl 73.83 39.38 0.05 0.03 60.19 22.80 0.36 0.27 OK OK OK OK 82% 58% 15% 12% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 440 Uniform TL: 605 = A Par Unif LL Par Unif TL Start End 510 H = 701 0 5.34 H Uniform Load A 0 R1 = 3513 R2 = 3513 SPAN = 5.34 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A: main floor 11' trib H: upper floor 12.75' trib Foundation Joists BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Joist J u 1 Date: 4/06/21 Selection 2x 10 HF #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2015, Repetitive Use Min Bearing Area R1= 1.1 in R2= 1.1 in (1.5) DL Defl= 0.14 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 12.67 ft Reaction 1 LL 338 # Reaction 2 LL 338 # Beam Wt per ft 0 # Reaction 1 TL 465 # Reaction 2 TL 465 # Bm Wt Included 0 # Maximum V 465 # Max Moment 1471 '# Max V (Reduced) 408 # TL Max Defl L / 240 TL Actual Defl L / 405 LL Max Defl L / 480 LL Actual Defl L / 633 Section (in') Shear (in 2) TL Defl (in) LL Defl 21.39 13.88 0.38 0.24 16.42 4.08 0.63 0.32 OK OK OK OK 77% 29% 59% 76% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 Uniform TL: 73 = A Uniform Load A 0 R1 = 465 R2 = 465 SPAN = 12.67 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Joist Jut Date: 4/06/21 Selection 2x 10 DF-L #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2015, Repetitive Use Min Bearing Area R1= 0.9 in R2= 0.9 in (1.5) DL Defl= 0.19 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 14.5 ft Reaction 1 LL 387 # Reaction 2 LL 387 # Beam Wt per ft 0 # Reaction 1 TL 532 # Reaction 2 TL 532 # Bm Wt Included 0 # Maximum V 532 # Max Moment 1927'# Max V (Reduced) 475 # TL Max Defl L / 240 TL Actual Defl L / 333 LL Max Defl L / 480 LL Actual Defl L / 520 Section (in') Shear (in 2) TL Defl (in) LL DO 21.39 13.88 0.52 0.33 20.31 3.96 0.73 0.36 OK OK OK OK 95% 29% 72% 92% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 900 180 1.6 625 Adjusted Values 1139 180 1.6 625 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 Uniform TL: 73 = A Uniform Load A 0 R1 = 532 R2 = 532 SPAN =14.5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Joist J u D 1 Date: 4/06/21 Selection PT 2x 6 HF #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2015, Repetitive Use, Incised Min Bearing Area R1= 0.7 in R2= 0.7 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 240 # Reaction 2 LL 240 # Beam Wt per ft 0 # Reaction 1 TL 300 # Reaction 2 TL 300 # Bm Wt Included 0 # Maximum V 300 # Max Moment 450'# Max V (Reduced) 254 # TL Max Defl L / 240 TL Actual Defl L / 577 LL Max Defl L / 480 LL Actual Defl L / 794 Section (in') Shear (in2) TL Defl (in) LL DO 7.56 8.25 0.12 0.09 5.31 3.18 0.30 0.15 OK OK OK OK 70% 39% 42% 60% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1017 120 1.2 405 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 80 Uniform TL: 100 = A Uniform Load A R1 = 300 R2 = 300 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2020 licensed to: Zimmers Engineering Reg # 3145-69060 Cyboron Joist J m 1 Date: 4/06/21 Selection 2x 10 HF #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2015, Repetitive Use Min Bearing Area R1= 1.1 in R2= 1.1 in (1.5) DL Defl= 0.14 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 12.67 ft Reaction 1 LL 338 # Reaction 2 LL 338 # Beam Wt per ft 0 # Reaction 1 TL 465 # Reaction 2 TL 465 # Bm Wt Included 0 # Maximum V 465 # Max Moment 1471 '# Max V (Reduced) 408 # TL Max Defl L / 240 TL Actual Defl L / 405 LL Max Defl L / 480 LL Actual Defl L / 633 Section (in') Shear (in 2) TL Defl (in) LL Defl 21.39 13.88 0.38 0.24 16.42 4.08 0.63 0.32 OK OK OK OK 77% 29% 59% 76% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 53 Uniform TL: 73 = A Uniform Load A 0 R1 = 465 R2 = 465 SPAN = 12.67 FT Uniform and partial uniform loads are Ibs per lineal ft.