The URL can be used to link to this page

Specifications (2) --eD ,k koc‘- C0t04 OFFICE COPY RECEIVED \OaQO S� 1.2'\S* ' JUL 1 6 2019 TRINITY COMMUI\TITBV-DYCITORCH TIGARD, OR SiR(_1CTURAI Cn1.CULn'I'IONS DESIGN CRITERIA: DC1-DC7 ROOF FRAMING: RF 1-RF2 TRUSS DESIGN (SECTION DELETED): -- FLOOR FRAMING: FF 1-FF8 POSTS, FOOTING AND RETAINING WALL DESIGN: PF1-PF4 LATERAL(SECTION DELETED): -- SHEARWALL DESIGN (SECTION DELETED): -- (22 PAGES TOTAL INCLUDING COVER SHEET) June 17, 2019 PROJECT NUMBER: 180140.01 - FNGIP=Fhali,:G PRO lit 'F Y OtNF � 15895 SW 72ND AVE 41 49 SUITE 200 �� 4. PORTLAND,OR 97224 (jO1'`T 1 PHONE:503.226.1285 J FAX:503.226.1670 INFO a'CIDAINC.COM !�IR S: 6/%D[t9 www.CIDAINC.COM Ac. 1 tS A OSHPD i . TRINITY COMMUNITY CHURCH U = 12d _ C-x�oswv e. �3 10900 SW 121st Ave, Tigard, OR 97223, USA Latitude, Longitude: 45.4412767, -122.79950439999999 Meadow Cir SW Springwood Dr Meadow Creek 9110 2 J (p Y SW Cottonwood Ln Meadow PI - c., D SW Anton Dr m SW Manzanita St Oigie cMap data©2019 Google Date 2/21/2019,12:28:54 PM Design Code Reference Document ASCE7-10 Risk Category 11 Site Class D-Stiff Soil Type Value Description SS 0.967 MCER ground motion.(for 0.2 second period) S1 0.423 MCER ground motion.(for 1.0s period) SMS 1.077 Site-modified spectral acceleration value SMt 0.668 Site-modified spectral acceleration value SDS 0.718 Numeric seismic design value at 0.2 second SA SDI 0.445 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fe 1.113 Site amplification factor at 0.2 second Fv 1.577 Site amplification factor at 1.0 second PGA 0.424 MCEG peak ground acceleration FPGA 1.076 Site amplification factor at PGA PGAM 0.456 Site modified peak ground acceleration T� 16 Long-period transition period in seconds SsRT 0.967 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.08 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.89 Factored deterministic acceleration value.(0.2 second) S1RT 0.423 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.486 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.629 Factored deterministic acceleration value.(1.0 second) PGAd 0.691 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.895 Mapped value of the risk coefficient at short periods Oregon Snow Loading D� a The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site Into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). a ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup Results Latitude: 45.44128 Longitude: -122.79951 •• • • Snow Load: 10.0 psf • Modeled Elevation: 203 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study , is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case '! study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof " configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ©Copyright 2010-2013 seao.org All rights reserved. Dc 3 SNOW DRIFT FOR FLAT ROOFS IN ACCORDANCE WITH 2009 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: Trinity Community Church PROJECT NO.: 180140.01 DATE:4/9/19 ELEMENT ID: Drift from high roof DESIGNER: LAJ Pg:= 10•psf Basic ground snow bad Pmin 25•psf Minimum snow load. I:= 1.0 Importance factor(Table No.7-4,p.93) Ce:= 1.0 Snow exposure factor(Table No.7-2,p.92) Cr:= 1.0 Snow exposure factor(Table No.7-3,p.93) Density of Snow: 0 Dr :_ —.13•Pg+ 14.0•pcf D1 = 15.3 pcf ft D:= if(D1 535•pcf,D1,35•pcf) D= 15.3pcf Calculated Minimum Roof Snow Load: Pf:= 0.7CeC,•I•Pg Pf=7 psf Required Minimum Roof Snow Load: Pr:= if(Pmin >Pr,Pmin,Pf) Pr=25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb•= D - hb= 0.46 ft 4/9/2019 Dc.y CASE II: DRIFT LOAD FOR ROOF OFAN ADJACENT LOWER STRUCTURE (Sec.7.7.1,p.83 and Figure No.7-8,p.91) Wb:= 39.5•ft Horizontal dimension of upper roof normal to edge of roof"Lu" S:= 0•ft Horizontal separation between adjacent structures hr:= 10•ft Difference in height between upper and lower roof h := h - hbh =9. 4 Clear height between topof 5 2ftbalanced snow and topof upper roof c r c J PP o Conceptual Maximum Height of Drift Surcharge at Edge of Higher Structure: Wb:= if(Wb<2541,25.ft,Wb) Wb=39.5 ft I I W l3 Fs, 14 hd:= 0.43I — I .(ft p + 10J - 1.5 •ft hd= 1.6ft Overall Width of Drift in Relation to Minimum Snow Load,P1: WdI := 4•11d WdI =6.4ft 2 Wd2 = 4 hdh Wd2= 1.1 ft c Wd3 8•hd Wd3= 12.8 ft Max drift width Wd:= if(WdI >Wd2,WdI,Wd2) Wd=6.4ft Net Width of Drift or Base of Triangular Drift Load in Relation to Minimum Snow Load, Pf: Wn:= Wd- S Wn=6.4 ft Height of Drift Surcharge at Face of Upper Structure: hd:= if(hd> hc,hc,hd) hd= I.597 ft Reduced Height of Drift Surcharge at Face of Lower Structure: _ 20•ft- S hn• 20.11 .hd hn = 1.597ft Maximum Intensity of Snow Load at Edge of Lower Structure: Pml := D•(hn+ hb) Pml =31.43psf Pm2 D•hr Pmt= 153 psf .__- Pm3:= if(Pm1 <Pm2,Pmt,Pm2) Pm3=31.43 psf Pm4=_ if(Pm3>Pr,Pm3,Pr) Pm4=31.43 psf Pm:= if hr-hb > 0.2,Pm4,Pr Pm=31.43 psf hb // Maximum Surcharge Intensity in Addition to Required Minimum Snow Load,Pr: Ps:= Pm-Pr Ps=6.43 psf Width of Drift in Relation to Required Minimum Snow Load,Pr: Pm- Pr Wdr W . Wdr= 1.7 ft Pm- Pf 4/9/2019 ASCE 7-10-Envelope Procedure Assumptions: Risk cat 11 Exposure B Enclosed Structure Low Rise Structure Mean Roof Ht=12.5' Roof Slope--4:12 OR 18.43 DEGREES V= 120.0 mph LRFD Kd= 0.85 ASCE 7-10 Table 26.6-1 pg 250 Kit= 1.00 G= 0.85 Section 26.9 pg 254 Gcpi= 0.55 Positive Internal Pressure Table 26.11-1 pgg 258 Gcpi= 0.55 Negative Internal Pressure Table 26.11-1 pg 258 Kh= 0.57 Table 28.3-1 pg299 qh= 17.9 psf 0.00256*Kz*Kzt*Kd*V^2 a h(ft)= 12.50 5.00 0.4*h;min=0.04*(L or B)or L(ft)= 39.3 3.93 g0.1L ft)= 36.3 3.63 X0.1*B B( AYAVY .; 0.80 2.3 22.0 "�,�a, -0.50 17.4 2.2 az 0 70 -20 5 -0.8 y r Itf UFINO 5'0 )'' � „ -0.50 17.4 2.2 -17.4 2.2 *R ii -I.30 -29.6 9.9 -0.18 12.6 7.1 **CP from Figure 27.4-1 DC-to Components and Cladding 16psf Net design pressure minimum per 302.2 pg 316 LRH) qh- 17.9 GCpi 0.55 Positive Intern Pressure GCpi 0.55 Negative Internal Pressure P: per ASCE 7-10 equation 30.4-I(pg 318) �. a � s inc.4t4. dei. • 4 , � ;. . p t -1.10 _29.5~ , -9.8 i i 1.00 8.0 '...4,.....',,4*-,tpIll r.:t,74-0,1":4,11;gA,, t , � r o {, ��' i ;, -1.05 -28.6 -8.9 t� , - � X0{.(95 7.1 26.8 Et:g.f3;1, 1:(10;i4g � 1.00 �'��<.�_3 ,e 8.0 l'AN�,; _7tPAAN,iP:liV:1'7 _, 0.90 6.3 25.9 1� .i� 11 N OJT �� t. 0.95 26.8 7.1 t,��, 0.85 5.4 25.0 t -0.90 25.9 6.3 rte. ,,,,,,,,,„, 0.80 Eltat'Y#A141 {8 s � 7�1r, t -0.80 �,�� _4.5 t� 0 70 2.7 r, .,;#14.: .,i, ' t.$p rt 2)C.. q- . Components and Cladding(Roof): I6psf Net design pressure minimum per 30.2.2 pg 316 LRFD qhw- 17.9 GCpi -0.55 Positive Internal Pressure GCpi 0.55 Negative Internal Pressure P: per ASCE 7-10 equation 30.4-1(pg 318) Framm-ww.m`;,:;:`;',.;4,iNe°4=.44: ''''Weif.44 -,7 •b p , I' 0.90 -25.9 - -6.3~ 0.40 �� 17.0 aLa a ��."---,"=i=V:::-=.44°4.'41 -.;::.--...-7-7:-.0. -. . .,.]tr.v-,77:-.. 70,ipl ,r � .6 -2.60 56.3 -36.6 tta-aLk-L... ,:::-"7- ,,,,, ,..,0„.,„,„*07, 0.40 -2.7 17.0 : '.. ,• ' ,,, �� a -17.-1:0106.114''*;WAI[7.1?,.t, 9 '•:,:tlt:VVAFf.ti47:yfi'ri Limy-crao,,,,,,,,,,ni ,1161 '44.----',, .. 0.45 17,9 g ,,,,-.te ;4 i • , i R« !® 0.85 -25.0 0.35 -3.6 16.1 at - .. 1. -2.20 49.1 29.5 • 0.35 7. ' , .• ;>,''11E221•4..;,,a if... .,411.t..-s•v, - -' '" '----7 .rpar,-e,,,,p1:-4 N tiowq-„, -3.6 16.1 111.20� - • 0 15.2, 03 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 • - TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info©cidainc.com PRopCT NAME:Tiri ell .... Ck `_ Fi?E:3E. o, l801'1Or f7!BSHEET (z_r/ i_, :.t.UTiii.F.: Y: '� DATE: i . i 9 1"4-p54 rE 6 - �i _ �t f I r/ Q , S 1"Z. p C2 1 3'c 1-( 1 5 3-ifif�4 USE. • I`I iu,„. ed S`1D N,5 a , ..,. . .,. r I . ; LOAD TABLES Red-I9OHSTM Allowable Uniform Load (PLF) 7.4 4,frat 327 376 362 416 j 393 452 426 490 ':458 527 490 564 494 568 494 568 '494 568 494 568 494 568 14,263 409 , * 452 * 492 ; * 532 , * 573 * 613 * 617 * 617 * 617 * 617 * 617 287 330 317 364 345 .396 373 429 402 462 429 494 432 497 432 497 432 497 432 497 432 497 186 358 265 396 * 431 * 467 * 502 * 537 * 541 * 541 * 541 * - 541 * 541 =;;1 255 293 `282 324 307 353 332 382 357 411 382 439 385 443 385 443 385 443 385 443 385 443 121 319 175 352 232 383 295 415 * 447 * 478 * 48I * 481 * 481 * 481 * 481 409 264 254 292 276 318 299 344 322 370 344 396 347 399 ;347 399 347 399 347 399 347 399 83 278 121 317 161 345 207 374 256 402 310 430 * 433 * 433* 433 * 433 * 433 ;$„,;,,5„ill 161 215 231 266 251 289 272 313 293 337 313 360 315 363 315 363 315 363 315 363 315 363 64 215 94 289 126 314 162 340 202 366 245 391 .292394 * 394E.* 394 * 394 * 394 127 169 185'W244 230 265 249 287 268 309 287 330'1289 333 289. 333 289 333 289 333 289 333 40?::41,21 50 19 74 247 100 288 129 312 161 336 197 359,1 235;.77.74 101 165 149 199 199 1 201 245 230 265 245 104 288 248 285 265 305 267 307276 362 362 36 267 307 267 307 267 307 * 362 307 267 307 131 310 . 160 332 192 334 226 334 262 334 * 334 * 334 t?,,tv 82 09 11 162 164 219 214 246 230 265 246 283 248 285 248 285 248 285 248 285 248 285 3_ 109 65 219 85 268 107. 288 132 308 158. 310 187 310 217 310 * 310 * 310 90 100 133 136 181 j 177 230 215 247 230 264 232 266 132 266 232 266 232 266 232 266 90 40 133 54 181 1 70 236 89 269 109 287 :132 290 156 290 182 290 210 290 * 290 PaiTA 75 83 111 113 151 148 197 187 232 216 2411-0-250 217 250 217 250 217 250 217 250 75 33 111 45 151 59 197 75 250 92 270 111 272 131 272 154 272 177 272 203 272 63 70 93 95 127 1 125 167 158 211 i 195 233 204 235 204 235 204 235 204 235 204 235 63 28 93 38 127 50 167 63 211 78 254 94 256112 256 131 256 151 256 173 256 - ` 53 79 81 108 106 142 135 180 167 220 193 222 193 222 1 193 222 193 222 193 222 6,1 53 X79 32 1084 42 142 54 180 6 ,222 80 241 96_241 4.112 241 130 241._149 241 45 68 93 f 91 122 116 155 143 191 174 210 183 210 083 210 183 210 183 210 45 68 93 36 122 46 155 57 191 69.229 82 229' 97 229 112 229 129 229 Mfr.' 39 58 80 79 105 100 134 124 166 151 198 174 200 174 200 174 200 174 200 39 58 80 31 105 40 134 49 166 60 201 71 217 84 217 98 217 .;112 217 f 34 51 70 91 87 116 108 144 131 175 .157 19D 166 190 166 190 166 190 34 51 70 ,__ 91 35 116 43 144 52 175 i 62 207 73 207 85 207 98 207 29 44 61 80 76 102 95 126 115 154138 177, 158 182 158 181 158 182' -.Ai 29 44 61 80 30 102 38 126 46 154 1`55 184, 64 198. 75 198 '86 198_ 39 53 70 90 83 111 101 135 ; 121 162 143 174 151 174 151 174 39 53; 70 90 33 111 40 135 48 162 57 189 66 189 76 189 *Indicates that total load(1U value controls. 34 47 62 79 74 99 90 120 108 144 127 161—lir 167 '145—167 • Red numbers refer to 115%total load(TU. 34 47 62 79 29 99 36 120 43, 144 50 169 59 181 68 181 30 42 55 70 ' 88 80 107 96 128 113 148 132 159 139 160 See load Table InstrncNons and 30 42 55 70 88 32 107; 38 128 45 151 52 173 60 174 Seneral Notes on page 6 8' ON-CENTER ROOF SPAN TABLE Red-I90HS" Joist 8' On-Center Roof Span �;• Simpson HWU or WPU hanger aim 27'-0 26 0" 24`-5 ' I' 29'-9 28 5' : 26-7' -. ¢�R 32'-1 31 0 28' 11 , 35'-3 33 7" 31'-4 � — • 40'-2 38'-9" 36'•3 i.. 04,,r: 41'-11 40 4" 37'-10" / 43'-7" 42'-0 t 39'-0" 45'-3" 42'-2" 39-0" Web stiffener General Notes • Table assumes uniformly loaded,simple-span joists, • Roof is assumed to be sloped 1"per foot. • Roof live load is 20 psf with live load reductions applied per 2009 IBC • Reaction based on 3"minimum bearing length and web stiffeners.See web Section 1607.11.2. stiffener information on page 16. ▪ Red-I'"joists are spaced at 8'on-center. ■ Bold italic numbers indicate span may be increased by 1 foot when HWU • Spans are limited by total load deflection of L/180. hanger is used. • Fill all nail holes in hanger.Use 10d(3")common nails into joists and 16d • Span is defined as horizontal clear distance between Inside face of beam/wall (3'h")common nails into header. supports.Spans reflect 125%duration of load adjustment. 9 . 0 ' 4 |5895SVV7ZND/Y/ENU� � SUITE 200 wow P��N��R�ON97�4 TEL:503.226.1285 FAX:503.226.1670 K� E-MA|�in�K�cicbinc�con` --NI ."~ p°u/"c.w^°c r,o` Nei, rsolvo. 0/______ U ` `^ n,".________ o,. DATE: '.",. - _-11__ --- • • • • • • • /I+-1 lc' (2,1 LI P(*4 ) . . . • i T� -_ LOAD TABLES Fz, Red-I45TM Allowable Uniform Load (PLF) 245 282 288 331 299 344 X299 344 . 160 307 r 257 360 * 373 * 373 195 224 240 276 249` 287 249 `287 98 244 162 301 230 312 *< 312 129 165 186 214 214 246 214 246 64 173 107 233 154 268 205 268 r '. 89 119 143 164 170 196 188 216 44 119 74 179. 106 213 143 235 64 85 107 130 135 155 154 178 28 85 47 141 69 168 92 193 63 80 105 109 126 125 344 17 63 32 ;106_ 46 136 63 157 .. 48 81 89 104 104 119 `1,,,:„.;, ,,. 48 81, 35 113 48 130 *Indicates that total load(IL)value controls. • Red numbers refer to 115%total load(TL). Red-I65TM Allowable Uniform Load (PLF) � ..z xt. ,- 4..yds 7 '1i e5 "IA I #r m° ° 63 386 444 407 4.' 418 480 428x 492 `439 504 449 517 460 529 466 536 ;466 536 466 536 347 482 1 * * * 535 * 548 * 562 * 575 * 583 * 583 * 583 322 371 340 91 349 401 358 411 366 421 375 432 384 442 389 448!389 448 389 448 220 403. 310 426 * 436 * 447 * 458 * 469 * 480 • 487 * 487 * 487 269 309 292 336 it • 307 353 315 362°322 371 330 379 334 385 334 385 334 385 141 336 210 365 277 375 * 384 393 403 = * 412 418 418 * 418 206 237 245 282 262 302 269 309 276 317 282 325 289 332 293 337 293 337 293 337 102 258 146 307 194 328 249 336 * 345 * 353 * 361 * 366 * 366 * 366 1 14-9-188 194 223 223 256 `239 275 245 282 251 289 257 296 261 300€261 300 261 300 65 199 94 243 126 279 163 299 204 307 248 314 * 321 * 326 * 326 * 326 111 148 157 181 181 X208 204 234 221.254 226 260 231 266 235 270 235 270 235 270 ` 44 148 64 197. 86 '226 112'255 140 276 172 283 206 289 �* 293 `* 293,x-* 293' 85 113 123 150 149 172 168 194 187 216 206 237 211 242 213 246 213 246 213 246 34 113 49 163 66 187 86 211 108 234 133 _257 161 263 190 267 * 267 * 267 r -88 96 126 126 145 142 163 158' 181 173-.199 189 217 196 225 196 225 196 225 88 38 129 52 157. 68 177 85 197 105 217 127 236 151 245 177 245 * 245 70 77 102 104 123 121 139 ,134 155 148 170 161 185 ' 174 201 181 208 181 208 70 30 102 41 134 54 151 68 168 84 185 102 201 122 218 143 226 166 226 ''.7-7::- 56 83 84 106 -104120 116 133 127 147 139 160 150 173 162 186 168 193 1 56 83 33 112 44 130 55 145 69 159 83^•174 100 188 117 202 136 210 ;. 46 68 92 90 104 101 116 1 111 128 121 139 131 151 141 162 151 173 46 68 92 r 36 114 46 126' 57 139 69 151 82 164 97 176 113 189 , ,, 38 56 77 75 92 89 102 98 112 106 122 115 133 124 143 i'133 152 ., 38 56 _: 1.x:77 30 100 38 C 47 122 , 57 133 69 144 81 155 95 166 32 47 . 64 , 81 79 90 86 100 94 108 ,,102 117 110 126' 117 135 32 _47 64 ( 84 32 98 40 108 48 118 1 58 128 68 137 80 147 , 40 54 71 81 77 —8-9-1-84 97 91 105 98 113 105 121. 40 54 71 88 34 97 41 105 49 114 58 122 68 131 , z 1 34 46 61 i 72 $ 69 80 1 75 87 82 94 88 101 94 108 ------ 34 46, 61 I 78 29 87 35 94 42 102 50 110 58 118 29 40 52 65 72 ' 68 78 74 85 79 91 85 98 .Z 29 40 52 67 78 i 30 85 36 92 43 99 ''50 106 *Indicates that total load(TL)value controls. • Red numbers refer to 115%total load(Ti). 7 • 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 All E-MAIL:info@cidainc.com MI PRO gec NAnc:T(1X11 4y O",MY1ti l._-b IA.Yr'\i Pnai./..-AS hyo. / f Of 7O, 01 Ser ! r --. U :. 71T;k: By: ++ '_._._.__......_....._ ..__...._._..._............__...._........_......................_ .._r� ................. ......... .................................................. ........ DATE: • "Oe- vi.' € KK �x =.C D N��% `14.9-0. e 0 Cr R. ( W cxa '" 30 s� AYncMov 6. le 'hr.y �0 T"+t v\ .4 s d, , 2 �.VAII0 _ ptv Tel 5+ _ I/LI bo A > ,s4-..hsc " 1,210 A0 ` Q J .. h N�( q � Et x G Si NI pS �1 Tch L Ay o V0 0 c..1 ... ... .... SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 Software Engineer: Luke Jannusch Page: 1/5 Strong-TieProject: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 1.Prolect informationm __. Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):8.00 State:Cracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Concrete screw 4),.v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):4.500 Reinforcement provided at corners:No Effective Embedment depth,her(inch):3.390 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear,No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hnu„(inch):6.83 cec(inch):5.13 Cm.,,(inch):1.75 Smi"(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-5/8"0 Titen HD(THDB model),hnom:4.5"(114mm) Code Report:ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong Tie Company In,;, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com rFS SIMPSON Anchor Designer TM Company: CIDA, INC Date: 3/20/2019 Engineer: Luke Jannusch Page: 2/5 StrongTie Software Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Strength reduction factor for brittle failure,Od: 1.0 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: [lbj:855 V�..[Ib]:885 Vuay[Ib]:0 <Figure 1> 2 855 tb g i 885 lb �f CO Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Suiipson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Ffb SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 Engineer: Luke Jannusch Page: 3/5 Strong-Tie Project: Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 Phone. (503)226-1285 E-mail: LukeJ@CIDAINC.com <Figure 2> q� \ h � ' �: x` •1 1 1. 5 �:� Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Fr-4 SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 Engineer: Luke Jannusch Page: 4/5 Strong-Tie Software Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 • Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vua.(Ib) Vuay(Ib) Ni(Vuax)'+(Vuay)z(Ib) 1 855.0 885.0 0.0 885.0 Sum 855.0 885.0 0.0 885.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):855 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Eccentricityof resultant shear forces iny-axis,e' inch yr(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N,. (Ib) 0 tbdoW.(Ib) 30360 0.65 19734 5.Concrete Breakout Strength of Anchor In Tension(Sec.D.5.2) Nb=kc2Jfcher15(Eq.D-7) k, A f.(psi) her(in) Nb(Ib) 17.0 1.00 2500 3.390 5305 0.75Oa0Nob=0.750,4(Ark/ANco)'f4a,N9'o,N'1'�,NNb(Sec.D.3.3.3,D.4.1 &Eq.D-4) Ark(in2) ANco(in2 Ca,min(in) Wea.N Tc,N 'f'y,,N Nb(Ib) 0 0.750,0N"b(Ib) 103.43 103.43 - 1.000 1.00 1.000 5305 0.65 2586 6.Pullout Strength of Anchor in Tension(Sec.0.5.3) 0.75OdONPn=0.750d5S%.vANp(ff/2,500)"(Sec.D.3.3.3,D.4.1,Eq.D-14&Code Report) 'fo.,v A N,(Ib) f,(psi) n 0 0.750d0Npn(Ib) 1.0 1.00 3883 2500 0.50 0.65 1893 Input data and results must be checked for agreement with the existing µF^M vA . M g ng circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com FF3 SIMPSON Anchor Designer TM Company: CIDA,INC Date: 3/20/2019 Engineer: Luke Jannusch Page: 5/5 StrongTie Software Project: Version 2.7.6990.59 Address: 15895 SW 72nd Ave.,STE 200 e Phone: (503)226-1285 E-mail: LukeJ@CIDAINC.com 8.Steel Strength of Anchor In Shear(Sec.D.6.1) V..(Ib) Oom,x 0 040.10V.(Ib) 8000 1.0 0.60 4800 10.Concrete Pryout Strength of Anchor In Shear(Sec.0.6.3) 0.750d0Vbp=0.7500kwNub=0.7500kw(ANSANco)Ted,NVi.NVicp,NNb(Eq.D-30) kcp ANc(in2) AN.(in2) 'd,N Yjc,N Vicp,N Nb(Ib) 0 0.750d9Vq,(Ib) 2.0 103.43 103.43 1.000 1.000 1.000 5305 0.70 5571 11.Results Interaction of Tensile and Shear Forces(Sec.D.7.) Tension Factored Load,Nu,(Ib) Design Strength,eNu(Ib) Ratio Status Steel 855 19734 0.04 Pass Concrete breakout 855 2586 0.33 Pass Pullout 855 1893 0.45 Pass(Governs) Shear Factored Load,Vua(Ib) Design Strength,eVn(Ib) Ratio Status Steel 885 4800 0.18 Pass(Governs) Pryout 885 5571 0.16 Pass Interaction check Nuw/I,Nn Vus/1t14 Combined Ratio Permissible Status Sec.D.7..1 0.45 0.00 45.2% 1.0 Pass 5/81Titen HD(THDB model),hnom:4.5"(114mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. SEmpson Strong-Tie Company Inc. 5956 W.Las Posits Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 ... TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com :c,::sr=,,:;, Trrj , PRopxcT NAME: nr .,.n i TV ce, .,n, ; .1-y C hkrob‘ PRG;.No, )24/.10.0i ITtE: By: (.....411 DATE: ,340/19 e� ....__i T21, i 4.41 m 1/0r/00PP.(' ... , 'Tri b itiltA., / 4M_ , tr_ • ' S._ Tr-_-_.. Wt'e6 • C ' 3'p l / ( / 8 /P SGS, (F , . .7 ,r?... ,) , , : , W�.1(� = . rgpp(I� /iiic ztyp°lF i __.. ! I b__.._.F./ 0c s i.. t_ ,1S s SIS o _ W T. - 1 9 (c • / (3let# l zszpc ' • rD.L. , N ' �/3 ps ( / 3y ,i CA. /I ') : ' . . _ a W 04 ii = t, 1tD Ply e („„4,1 (z_4�� D S .. DavaSCs VJ►-err ())221421 F / 5-0 p l f I. ►3 lip..(. . 13(o L.p(4 �u_ _ VJ Fool't �%a4 o- r-t3 �nq tg 1�04J 6.9 t ..._. Cr tG_yPr> J T ,. Q t i, t� Jt C I - Co , , L,,.,1 d x 60,0 x 1 L-D " deep F` ) . 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com NI PROJECT NAME: 1 r Pi 1 CO M lM U ri,J '4'y [ In(,/.�(i A PRoj.No. e 0/t/D I O SHEET VIII BY: 1.11.-/-,- ma�® __ DATE: ---��----tt.14/0---- P' ( • } I • l J0 _ i �� € it 1,.. 3 1JJt.,,afl = 3c Z t /5 ' j I / / 1 Z ,1 tlew fi U y \A •4 �y �Gyt, Conc., via N . w/ S,,.. ,_ . 4 L 1 : h w . r J , i RetainPro(c)1987-2015, Build 11.15.12.22 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Criteria I Soil Data I Retained Height = 6.75 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 2.75 ft Equivalent Fluid Pressure Method Total Wall Height = 9.50 ft At-rest Heel Pressure = 52.0 psf/ft Top Support Height = 9.50 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingilSoil Frictior = 0.400 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads I Uniform Lateral Load Applied to Stem il Adjacent Footing Load Surcharge Over Heel = 100.0 psfLateral Load = 0.0#/ft Adjacent Footing Load - 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 50.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem u Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 342.0 lbs = 0.0 ft Axial Live Load = 570.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 1 Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf I Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary 1 Concrete Stem Construction Total Bearing Load = 4,736 lbs Thickness = 7.25 in Fy = 60,000 psi ...resultant ecc. = 2.77 in Wall Weight = 90.6 psf fc = 3,000 psi Soil Pressure @ Toe = 1,053 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,053 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 909 psf ACE Factored @ Heel = 1,718 psf Stem OK Stem OK Stem OK Design Height Above Ftc = 9.50 ft 3.70 ft 0.00 ft Footing Shear @ Toe = 3.0 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Hee = 4.2 psi OK Rebar Spacing = 10.00 in 10.00 in 10.00 in Allowable = 82.2 psi Rebar Placed at = Center Center Center Reaction at Top = 392.9 lbs Rebar Depth 'd' = 3.63 in 3.63 in 3.63 in Reaction at Bottom = 1,609.8 lbs Design Data fb/FB+fa/Fa = 0.000 0.533 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 2,910.7 ft-# 0.0ft-# Lateral Sliding Force = 1,609.8 lbs Mn*Phi Allowable = 5,455.9 ft-# 5,455.9 ft-# 5,455.9ft-# Shear Force @ this height = 630.3 lbs 1,775.7 lbs Shear Actual = 14.49 psi 40.82 psi Shear Allowable = 82.16 psi 82.16 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe:#5 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#5 @ 12.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Load Factors Key: No key defined -or- No key defined Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 Pay RetainPro(c)1987-2015, Build 11.15.12.22 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc [Footing Strengths&Dimensions I Footing Design Results Toe Width = 1.50 ft Toe feel Heel Width = 3.00 Factored Pressure = 909 1,718 psf Total Footing Widtt = 4.50 Mu': Upward = 1,124 4,211 ft-# Footing Thickness = 14.00 in Mu': Downward = 401 3,619 ft-# Key Width = 0.00 in Mu: Design = 724 -592 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 3.02 4.20 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 239.6lbs 3.30 ft 791.1 ft-# Axial Dead Load on Stem = 912.01bs 1.80 ft 1,643.5ft-# Soil Over Toe = 82.5lbs 0.75 ft 61.9ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = 75.0Ibs 0.75 ft 56.3ft-# Stem Weight = 860.9Ibs 1.80 ft 1,551.5ft-# Soil Over Heel = 1,778.91bs 3.30 ft 5,874.1 ft-# Footing Weight = 787.5 lbs 2.25 ft 1,771.9ft-# Total Vertical Force = 4,736.4lbs Moment = 11,750.2ft-# Net Mom.at Stem/Ftg Interface= -1,093.2 ft-# Allow.Mom.@ Stem/Ftg Interface= 3,409.9 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,052.5 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.