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k 17/2-a - 0U.2(1 2. REVISED STRUCTURAL CALCULATIONS 13553 SW PACIFIC HIGHWAY TIGARD, OR �g �GINE ' 14.4 v 54,573 9 ► f" 0 OREGON O (/0-09, q_9O F'`,REY D ' 09-12-2016 EXPIRES: 06/30/2018 E PROJECT: SW PACIFIC HIGHWAY PROJECT#:422-001 4'40 , 47' c JOB ADDRESS: TIGARD,OR CLIENT: 6107 SW MURRAY BLVD. SUITE 147 BEAVERTON, OREGON 97008 TEL: (503) 746-8812 DATE: 09/12/16 PAGE: 1 FAX: (503) 639-9592 www.emeriodesign.com RED—ITM TRUSS ALLOWABLE UNIFORM LOD TAB • LE (PLF) / PARALLEL CHORD Continued from page 6 SEE•PAGE 4 F:.--1`i,:-:f7.4 OR ECONOMI[115;At;:c".4VP:!:,', L TRUSS DESIGN LS- .............,......A,.... - i '` ti7 y 7 g`* Yx� � (" Pi+e'Yiw"1*.0 .cTsl `d-k".r a f � �s 'fi 1 ,`#�3.:e�' i t9 `"' .� r�.n,..ut"�Y+ �'*�.� ,� . "...A Q� YET 7v�.t�<uu 3' '�F' +F klr` 1T a t Nav tTl4a" � aEt 3+: s a4 T'8 1J ; Il k 115%•1 ' 41O0X f13fL14•e�_ �W%lt r,Y'• I� ii ' I00% i` 115'f"I ,i I %II1 ,31 R 11O%11 11 Ttt�'' &OO �O ,115%.v��n5 1L _ :, 12 ss .. 'TM"r ,'Y -.�r k' �S*,�<; . `,.a+.: 'rirti sx ` ,1c x-�:.� z1. ,`,:..'. �" a' i'-'-',1,119.0K-,/,''''''ce9I']25Y.�1t 4``3OO4.4 125%II...... OO1..x... 12 R :V101.74«r , -.' '3.X:8 t�. „_''.._..2. iY ;i,,5 s.,..z 125 N`'`. -v_3_. .rY;225.-t `g�``'= r0 -.;. N 307 354 296 338 291 333 275 315 262 304 264• 305 244 280 ��tr • 375 _ 371 • 387,........7 343 329 328 304 311 3.5.1::•'-' 51 311 336 283 `- 310 266' 307 2.61 298 257 292 240 277 -' _ `368 347 335 ,.":„.,,:„.,.,4,3224,..-.' 307 305 301:`. 278 308 276 315 276 303 261 289 • 2• 58 280 252 280 235 268 340 _ 304• 315 _ 303 • • 287 304 ! 271 ,11 284 31•1 259 290 257 2r9 259 260 234 264 236 256 :-' 249 336 -,,,,,,,,,,27,,,..,.... 323 315 . 305: 284ii ,225°'"' ___ 275 r' ; x 260 305 263 287 - 238 279 236 259 241 258 224 • 224 238 207 32 228 • 316 301 282 281 278 _ 259 t %4 F 253 = 291 2d3 287 222 272' 227 261 :218• 234 .. 213 246 302 210 296 281 284 271 252.. ,� � 182 298 ,-140 -.�-'----- �'- '—'----:° • 4 9 270 237 272 237 272 228 266 222 . 256 222 255 212 232 154 275 164 276 178 _ 272 195 276 214 278 266 _ 250 • 177 '33 214 253 220 253 220 (• 253 218 21 198 231 �" 208 232 .; 2 ' 139 F :257 158 2S7 169 254;' ..:. 18417-'''''''..- 184 2S5_ 193 249 - ": 232 130 248 _ �f�i 164 • - i72 �i; 2T 200 237 206 236 —204— —236 — 206 -•-� 219 1 205 218 r� r 1 22 —23 —132 243. ..-77.±T:77: 1‘4-:;-,,,o..7.:,,;•••,_,...:.:, 146_ 242 160_ _[39 1/4.„„„7-7721V; /4 /31 �{ X85—219 151 184 �' $ t 197 fr € 4i Qt 212 180 ...,,,I.,;,4„5,20,• 01 193 222 193 211 (' 193 203 • 90 199 100 214 �114- 225 :125. 217 ;•:.:0)-;:..3.7L:':•!!.],,.,-..222_ _1$1,_ 215 �` 162 _ 207., 13: 1fi e/ �� 7 ' y37� 165 • 199 181 208 I 182 200 — 182 190 �� 76 r/ , 87 6 �97 0 107 210 118 208 .• 130 200 143 190 _ 123+ 5 1 150 140 ....%.1,-.'...wk.,...... t F x 51 ' 7 ,' 161 „.._=,,..,1,4,80„..i..,.' �. 172 187 i^ 172 179 IiR 66_ �1+ .„,r.:,..„.76,..,.:. ,1 84 „ 92 185 103 195 •114 r 188 i 124_ 179 :1r 11 r$ 1 7 £ '4 _ • _+2.:s .. n' 1 3 _ r 52 1'� 163 +171 57 64 147 72 157 82 167 91 177 98 180 109 _ 172 3 0 ` .122 111 k ,. 3r 1 • 139 : k 7,77 ,��, r � � ,,Ss � �� �� � ��� 9 .1 ,"�, S��`x�'� e 148 162 4 = • 56 11 1° 64 , 41 1 71 1 a 0,1r 79;” .r4 .•87 6 164 95 162 ifl fi` r', , a3 .fig .- 0 t 4c, r fr a r rI. of^ � a lr 4 , �L,9..r, x 128 141 66 • 147 �t 49 � r 55 22B 62 r 69 77 153 83 150 fir{ ' 1S: 0 101 11 �..,,.. }^, r 3a`� { :. f �„ „� _ � 109" 7 1'1' 1;16 `r 121 131 38 l0 1 43 ,1 48 � 55 125 61 133 67 :140 74 • 139 _ t 4x°r i' I kt , r e , 105 •-•.6'.°14 u 112 Q • Is..'?5'4 124 34 93 38• rr 43 ,t r 1 t zli • �� � 1 49 �4�' S4 � ,„, 8,14014151.014 k 66 131 ' ' 79° s 84 ---,',"81„1,,,,,.14,- 81 a .�1# r` s9 " 0 - '8`r} . ,• 1j3 `j03r 113 30 86 34 �r 38 9 43 . 11 49_ xt r 54 t 59 124 • 1; 72 69 a a 571 1 > 4 � O: ra m1 X8,6 ; '490 e B *f g5 a 79 30 34 rfr * "< 1 9 38 43 103 48 0 52 fi 1 '1 ;: z" z' 4 r �1�F R. Plig �"a'. 3 3,1.68 u's ,97/� 7 .w - 31 k $ 34 38 95 d3 r 12 r.R.,:'-g!''•47''''''''' .. 47 106 62 ll " . �1 ,,,:,":„4,F.:.,,,-' . '73 81 a 7 82 , `c *E.,1:.. r; ,���� � �� 31 c r � 68 8 35 �t 8 ; 38 r 42 �'94(r . 60_ fi • I �Tf + ::: 7:: fl X68 76' Z ` 'r76� „......:„....„,.....65....,-------11 4 .•— - � 31 : � 35 r' 38 s 9 t 55 t,� 58 ,P...,-,,,,--,,,,-07•:, - `6-�7y 79 32 .•:,;'4.-43.'4'..::.'..:; ;91< 35 •01,-,,-,-891s 50 ''„'d.57---1''''''''''''''''''''''.."'I''"'"''''-'6. 5560 64 67 ,72 +,_ ',•••.,..'7'4;`,:,,,,... 50: .{_ = 61 i . 65. l 78 32 83 •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(TL). General Notes continued from page 6 To size floor trusses: To size roof trusses: Check both total load(100%IL)and live load(100%LI).When live load is not Check the appropriate snow load area(115%TL)or non'snow load area shown,total load will control.Total load values limit deflection to L/240.Live (125%TL)value to determine • the maximum allowable total load.Total load load values are based bn the Commercial Floor Deflection limit shown on ((111255:41. 115%TL and 125%TL)values limit truss deflection to L/180. page 35,iaentdi dassumea nailed floor system.Lico load(100%LL)values may Consult local codestoverify deflection limitsrequired for specific applications. be increawithaglue nailedfloor system;contact yourRedBuilt technicalrepresenve for assistance. Trusses delivered to the�obsrte ore'custom manufactured to resrst only project spectficapplwgt+on loads provided by Elle design professro al actual trusses play not be able to resrst the maximum loads shown m the tables above Far quer#ions regarding actupl truss capacity coriYocf your RedBuilt technical representative 7 TM PL1\13rm or N3 FORML(nk 3 in. Deep FORMLOK Deck • Phosphatized/Painted or Galvanized • PLN3 FORMLOK used with PunchLok II System % N3 FORMLOK used with TSWs or BPs - e N3 FORMLOK-SS and N3 FORMLOK-NS used with Screws Dimensions 3743" 4Y8'. 8" 3" X28" 32" PLN3 or N3 FORMLOK N3 FORMLOK-SS N3 FORMLOK-NS \ J Standard Interlocking Screw Fastened Nested Sidelap Sidelap Sidelap Deck Weight aid' tion Properties rtie Weight Id for Moment Allowable Reactions per ft of Width(Ib)due to Web Crippling Deflection One Flange Loading Two Flange Loading GageGaly Painted Single Multi +S —sEnd Bearing Interior Bearing End Bearing Interior Bearing Span Span elf elf Length Length Length Length (psf) (psf) (in.4/ft) (in.4/ft) (in.3/ft) (in 3/ft) 2" 3" 4" 4" 8" 2" 3" 4" 4" 8" 20 2.4 2.3 0.889 0.953 0.452 0.509 870 997 1105 1738 2154 871 971 1056 2066 2597 18 3.1 3.0 1.229 1.273 0.671 0.722 1481 1687 1860 2941 3682 1624 1797 1943 3574 4548 16 3.9 3.8 1.571 1.587 0.883 0.932 2240 2538 2789 4430 5497 2611 2873 3094 5458 6887 Notes: 1.Section properties are based on Fy=50,000 psi. 2.Id is for deflection due to uniform loads. 3.Seff(+or-)is the effective section modulus. 4.Allowable(ASD)reactions are based on web crippling, per AISI S100 Section C3.4,where OW=1.70 for end bearing and 1.75.for interior bearing. Nominal reactions may be determined by multiplying the table values by Ow.LRFD reactions may be determined by multiplying nominal reactions by 4),i,=0.9 for end reactions and 0.85 for interior reactions. Attachment Patterns to Supports o 32/4 32/5 Note: indicates location of arc spot weld,power actuated fastener,or screw as indicated in the load tables. IE indicates location of arc seam weld,power actuated fastener, or screw as indicated in the load tables. 86 a VF5 VERCO DECKING,INC. www.vercodeck.com Footnotes for Maxiniut i Unshor .l Clear Span, Allowable Siipeoimposed Loads, and Allowable Diaphragm Shear Strength Tables 1.Shoring calculations are based on the following: • Deck supporting dead load of concrete plus 20 psf uniform construction load or 150 pound concentrated construction live load for flexure.4 psf is added for normal weight concrete and 3 psf is added for light weight concrete to account for ponding due to deck deflection between support members. • Dead load deflection limited to L/180 of span length, not to exceed 3/4". • Minimum end and interior bearing of 2". 2. Concrete fill to have minimum 28-day compressive strength fc=3,000 psi. 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 4.Shoring is required at midspan for allowable superimposed loads in the shaded area to the right of the heavy line. 5.Nominal diaphragm shear strengths may be determined by multiplying the tabulated strengths by O=3.0.LRFD diaphragm shear strength may be determined by multiplying nominal diaphragm shear strength by =0.55. 6. PLN3 and N3 FORMLOK decks with structural concrete have a Flexibility Factor of F< 1. 7.To obtain allowable diaphragm shear strengths using mechanical fasteners, multiply the tabulated strengths by the appropriate adjustment factor,Aq listed in the following table. Total Slab Depth(in.) Attachment Pattern Adjustment Factor Normal Weight Concrete Light Weight Concrete 5 5 1/2 6 6 1/2 7 1/2 5 5 1/2 6'% 7% 32/4A Agq�a 0.78 0.85 0.82 0.73 0.61 0.67 0.73 0.80 0.85 32/5 Aq5 0.71 0.77 0.82 0.85 0.73 0.61 0.66 0.73 0.80 Notes: a.Mechanical fastener attachment patterns are to match the listed attachment patterns for welds. b.Applicable mechanical fasteners are limited to the following:Hilti Fasteners,Pneutek Fasteners and SDI Recognized#12 or#14 Screws produced by Buildex, Elco, Hilti or Simpson Strong-Tie.Comply with minimum and maximum substrate thickness requirements for applicable mechanical fasteners.Note that these adjustment factors are based on the most conservative value for all listed connectors. c.Nominal diaphragm shear strengths for mechanically fastened FORMLOK slabs may be determined by multiplying the adjusted tabulated strengths by S2=3.25.LRFD diaphragm shear strengths for mechanically fastened FORMLOK slabs may be determined by multiplying the adjusted nominal strengths by 41=0.50. d. Consult fastener manufacturer for applicable fire-resistance assembly ratings where mechanical fasteners are required. www.vercodeck.com VFRCO:t FCKIN , INC. VF5 r 87 ' • 1'Mll im L. ayt r N3 5 in. TOTAL SLAB DEPTH - —- Normal Weight Concrete Maximum Unshored Clear Span (ft-in.) Concrete Properties . Ga e Number of Deck Spans Density Uniform Weight Uniform Volume Compressive g _ _6iQLLw A__1 Ap �mu 2 A 3 • (pcf) (psf) (yd3/100 ft2) Strength,fc(psi) 20 11'2°_m 12'6" ....-....-12'-11.....__ .._......_, 145 ...._.,,..,.�__�._ ,,.38.3.-,�._,�.,...-.....,.-. 0.979-...�.�,__-, .w-.-„,....-3000.,.-.-_w..�.. ------------------- 18 12'-9” 14'-9" 15'-0" Notes: 16 13'-6" 16'-9" 15'-10" 1.Volumes and weights do not include allowance for deflection. 2.Weights are for concrete only and do not include weight of steel deck. Shoring is required for spans greater than those 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. shown above.See Footnote 1 on page 87 for required bearing. Allowable Superimposed Loads(psf) Deck Number of Deck Span(ft-in.) Gage Spans 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'-0" ---1 mR.._ 365 318 279 245 217 193 1 172 115 98 84 72 60 50 33 19 - 20 2 365 318 279 245 217 193 172 153 137 123 72 60 50 33 19 3 365 318 279 245 217 193 172 153 137 123 72 60 50 33 19 1 400 400 371 • 328 292 260 233 209 189 170 18 2 400 400 371 328 292 260 233 209 189 170 154 139 126 65 47 3 400 400 371 328 292 260 233 209 189 170 154 139 126 104 I 47 _. �_ 1 400 400 400 400 363 325 292 264 238 216 196 179 1123 96 f 74 16 2 400 400 400 400 363 325 292 264 238 216 196 179 163 ' 136 114 - 3 400 400 400 400 363 325 292 264 238 216 196 179 163 136 74 See footnotes on page 87. Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q(plf)and Flexibility Factors, F(in./lb.x 106) - Attachment Deck Span(ft-in.) Pattern Gage 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-0" 15'-0" 16'-0" 20 q 1651 1633 1617 1603 1589 1578 1567 1557 1548 1540 1532 1525 1519 1507 1497 32/4 18 q 1703 1678 1657 1638 1620 1604 1590 1577 1565 1554 1544 1535 1526 1510 1497 • 16 q 1771 1740 1713 1689 1668 1648 1630 1614 1599 1585 1572 1561 1550 1530 1513 20 q 1806 1776 1749 1725 1703 1683 1665 1649 1634 1620 1608 15961585 1565 1548 32/5 18 q 1933 1892 1856 1824 1795 1769 1745 1724 1704 1685 1668 1653 1638 1612 1589 16 q 2075 2024 1979 1939 1903 1870 1840 1813 1788 1765 1744 1724 1706 1673 1645 See footnotes on page 87. • 88 i VF5 VERCO DECKING,INC. www.vercodeck.com i �' 1 Er: Pacific Hwy1r/ i RI Project ID: 422 002 � Printed:7JUL 2016 5:48PM OQCI B.@ant a File P:1422-002 13553 SW Pacific Hwyldocslstruclpacific hwy gravity calcs ec6 a =_< ri,u.. ;, �..,.;,; ..� x :1 T . ; ,; , .', . .' ,*7s. ,-.rad e',.kV ...r .IA. .e kinE-„.„.C/ C.19832016,Build:6166.7 sign.§,P„,„7,-r Lic.#: KW-06011218 Licensee.: Emerio Design,LLC Description: RB-1 CODE REFERENCES Calculations per NDS 2012,IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800ksi Fc-Pr!! 1650 psi Eminbend-xx 950 ksi Wood Species :DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.377 a,f ae ti .-I 4 I , ' . rl� , 2 ;.4 D 0.45 S 0.5625 ,0.,- SkiMigi (4.57) �. . � . A5.5x18 5.5x18 5.5x18 Span 5x18 Span=5.50 ft Span=20.50 ft Span=4.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.020, 5'=0.0250 ksf, Tributary Width=16.0'ft Varying Uniform Load: D(S,E)=0.1950->0.2250, S(S,E)=0.2440->0.2810 k/ft,Extent=0.0-->>5.50 ft, Trib Width=1.0 ft Point Load: D=0.3770, S=4.710 k @ 0.0 ft Load for Span Number 2 Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=22.50 ft Varying Uniform Load: D(S,E)=0.0->-0.120, S(S,E)=0.0->0.150 k/ft,Extent=0.0-->>20.50 ft, Trib Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=11.0 ft Varying Uniform Load: D(S,E)=0.3450->0.280, S(S,E)=0.4310->0.350 k/ft,Extent=0.0-->>4.50 ft, Trib Width=1.0 ft Point Load: D=3.650, 5=4.570 k @ 4.50 ft DESIGNSUMMARY _ _ Design OK Maximum Bending Stress Ratio = 0.971: 1 Maximum Shear Stress Ratio = 0.585 : 1 Section used for this span 5.5x18 Section Used for this span 5.5x18 fb:Actual = 1,974.68psi fv:Actual = 178.36 psi FB:Allowable = 2,033.48 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 20.500ft Location of maximum on span = 20.500 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.340 in Ratio= 388>=360 Max Upward Transient Deflection -0.086 in Ratio= 2851>=360 Max Downward Total Deflection 0.307 in Ratio= 352>=240. Max Upward Total Deflection -0.075 in Ratio= 3301>=240. n Maximum Forces:8&Stresses,for;LoadCombinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Fi + Project Title: Pacific Hwy t-1 ` V �i RI Engineer: Project ID: .422-002 _ I- Project Descr: eely712 Printed:7 JUL 2016,5:48PM File P 1422 002 1 3553 SW Pacific Hwyidocslstruclpaafic hwy grave WOQC) Be8il1 �` tycalcsec6 g . 0.,_v�,Vt ,, . . < „ ,1e ,x .<_ :, i ,a ., V., x�� . r....,,' , ,,, ._�€iENERCALOlNO19832016,Build61,6a 7 Ve�6.j66.7 Lic.# KW-06011218 Licensee: Emerio Design,LLC Description: RB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Pb V fv F'v Length=5.50 ft 1 0.243 0.192 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 1665.00 3.02 45.72 238.50 Length=20.50 ft 2 0.551 0.332 0.90 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 1591.42 5.23 79.22 238.50 Length=4.50 ft 3 0.527 0.332 0.90 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 1665.00 5.23 79.22 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.219 0.173 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 1850.00 3.02 45.72 265.00 Length=20.50 ft 2 0.496 0.299 1.00 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 1768.24 5.23 79.22 265.00 Length=4.50 ft 3 0.474 0.299 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 1850.00 5.23 79.22 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.175 0.138 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 2312.50 3.02 45.72 331.25 Length=20.50 ft 2 0.397 0.239 1.25 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2210.31 5.23 79.22 331.25 Length=4.50 ft 3 0.379 0.239 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2312.50 5.23 79.22 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.871 0.490 1.15 1.000 1.00 1.00 1.00 1.00 1.00 45.85 1,852.37 2127.50 9.85 149.18 304.75 Length=20.50 ft 2 0.971 0.585 1.15 0.956 1.00 1.00 1.00 1.00 1.00 48.87 1,974.68 2033.48 11.77 178.36 304.75 Length=4.50 ft 3 0.928 0.585 1.15 1.000 1.00 1.00 1.00 1.00 1.00 48.87 1,974.68 2127.50 11.77 178.36 304.75 +D+0,750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.175 0.138 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 2312.50 3.02 45.72 331.25 Length=20.50 ft 2 0.397 0.239 1.25 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2210.31 5.23 79.22 331.25 Length=4.50 ft 3 0.379 0.239 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2312.50 5.23 79.22 331.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.701 0.398 1.15 1.000 1.00 1.00 1.00 1.00 1.00 36.89 1,490.43 2127.50 8.01 121.32 304.75 Length=20.50 ft 2 0.836 0.504 1.15 0.956 1.00 1.00 1.00 1.00 1.00 42.08 1,700.27 2033.48 10.14 153.58 304.75 Length=4.50 ft 3 0.799 0.504 1.15 1.000 1.00 1.00 1.00 1.00 1.00 42.08 1,700.27 2127.50 10.14 153.58 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=5.50 ft 1 0.137 0.108 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 2960.00 3.02 45.72 424.00 Length=20.50 ft 2 0.310 0.187 1.60 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2829.19 5.23 79.22 424.00 Length=4.50 ft 3 0.296 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2960.00 5.23 79.22 424.00 ' +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.137 0.108 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 2960.00 3.02 45.72 424.00 Length=20.50 ft 2 0.310 0.187 1.60 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2829.19 5.23 79.22 424.00 Length=4.50 ft 3 0.296 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2960.00 5.23 79.22 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.137 0.108 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.01 404.61 2960.00 3.02 45.72 424.00 Length=20.50 ft 2 0.310 0.187 1.60 0.956 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2829.19 5.23 79.22 424.00 Length=4.50 ft 3 0.296 0.187 1.60 1.000 1.00 1.00 1.00 1.00 1.00 21.71 877.05 2960.00 5.23 79.22 424.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.504 0.286 1.60 1.000 1.00 1.00 1.00 1.00 1.00 36.89 1,490.43 2960.00 8.01 121.32 424.00 Length=20.50 ft 2 0.601 0.362 1.60 0.956 1.00 1.00 1.00 1.00 1.00 42.08 1,700.27 2829.19 10.14 153.58 424.00 Length=4.50 ft 3 0.574 0.362 1.60 1.000 1.00 1.00 1.00 1.00 1.00 42.08 1,700.27 2960.00 10.14 153.58 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.504 0.286 1.60 1.000 1.00 1.00 1.00 1.00 1.00 36.89 1,490.43 2960.00 8.01 121.32 424.00 Length=20.50 ft 2 0.601 0.362 1.60 0.956 1.00 1.00 1.00 1.00 1.00 42.08 1,700.27 2829.19 10.14 153.58 424.00 Length=4.50 ft 3 0.574 0.362 1.60 1.000 1.00 1.00 1.00 1.00 1.00 42.08 1,700.27 2960.00 10.14 153.58 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.082 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.01 242.77 2960.00 1.81 27.43 424.00 Length=20.50 ft 2 0.186 0.112 1.60 0.956 1.00 1.00 1.00 1.00 1.00 13.02 526.23 2829.19 3.14 47.53 424.00 Length=4.50 ft 3 0.178 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.02 526.23 2960.00 3.14 47.53 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.50 ft 1 0.082 0.065 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.01 242.77 2960.00 1.81 27.43 424.00 Length=20.50 ft 2 0.186 0.112 1.60 0.956 1,00 1.00 1.00 1.00 1.00 13.02 526.23 2829.19 3.14 47.53 424.00 - Length=4.50 ft 3 0.178 0.112 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.02 526.23 2960.00 3.14 47.53 424.00 ,Overall Maximum Deflections,.. Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span - +D+S+H 1 0.3714 0.000 0.0000 0.000 2 0.0000 0.000 S Only -0.0863 5.513 +D+S+H 3 0.3066 4.500 0.0000 5.513 + Project Title: Pacific Hwy f 1 7C1 1 V / RI () Engineer: Project ID: 422-002 _ reProject Descr: d771,b. Printed:7 JUL 2016 5:48PM VVooCI Beim, File P.\422-00213553 SW Pacific Hwyldocslstructpacific hwy gravity calcs ec6" �.N, , ,, u. a ,,,�.., KW-06017218 Licensee: Emerio Design,LLC Description: RB-1 Vertical Reactions Support notation:Far left is#1 Values in KIPS ...........: Load'Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 21.979 24.342 Overall MINimum 4.154 6.245 +D+H 6.924 10.409 +D+L+H 6.924 10.409 +D+Lr+H 6.924 10.409 +D+S+H 21.979 24.342 +D+0.750Lr+0.750L+H 6.924 10.409 +D+0.750L+0.750S+H 18.215 20.859 +D+0.60W+H 6.924 10.409 +D+0.70E+H 6.924 10.409 +D+0.750Lr+0.750L+0.450W+H 6.924 10.409 +D+0.750L+0.750S+0.45oW+H 18.215 20.859 +D+0.750L+0.750S+0.5250E+H 18.215 20.859 +0.60D+0.60W+0.60H 4.154 6.245 +0.60D+0.70E+0.60H 4.154 6.245 D Only 6.924 10.409 Lr Only L Only S Only 15.055 13.933 W Only E Only H Only 'JT ]\ �r RI O Project Title: Pacific Hwy r l V 1 , Engineer: Project ID: 422-002 -.� Project Descr: ci77//2. Printed:7 JUL 20165:48PM WO'OCI BGatl1 File P:1422-002 13553SW Pacific Hwydocslstruc\pacfic hwy gravity calcs.ec6 .4k lre �, ra . r•X: ',t,7 . . . ,1":„.,.0-'44;;‘,A."al„ ',.,,, _,.., t. ENE C Lc,I C 9832016.6 Yr.w<.,.:E Le.KW-06011218w _ ... Qz� s. RSA,. N.1, (d61667 e 131667 • Description: RB-2 Licensee:Emerio Design,LLC CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1100 psi Density 31.2pcf I I I • 1 1 .. D 0.32 S 0.4 u It r t Y 5.5x14 Span=16.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load:'6_20.020, S=0.0250 ksf, Tributary Width=16.0 ft - Varying Uniform Load: D(S,E)=0.0->0.1950, S(S,E)=0.0->0.2440 k/ft,Extent=0.0-->>16.750 ft, Trib Width=1.0 ft DESIGN SUMMARY ,I Design OK Maximum Bending Stress Ratio = 0 799: 1 Maximum Shear Stress Ratio = 0.457 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 fb:Actual = 2,203.96psi fv:Actual = 139.34 psi FB:Allowable = 2,760.00 psi Fv:Allowable - 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.681 ft Location of maximum on span = 15.589 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.411 in Ratio= 489>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.739 in Ratio= 271>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C Fiv C i Cr C m C t C L M fb F'b V N F'v +D+H 0.00 0.00 0.00 0.00 • Length=16.750 ft 1 0.453 0.260 0.90 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 2160.00 3.18 61.92 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.408 0.234 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 2400.00 3.18 61.92 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.326 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 3000.00 3.18 61.92 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.799 0.457 1.15 1.000 1.00 1.00 1.00 1.00 1.00 33.00 2,203.96 2760.00 7.15 139.34 304.75 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.326 0.187 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 3000.00 3.18 61.92 331.25 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 ]' X.� R I O Project Title: Pacific Hwy Engineer: Project ID: 422-002 Project Descr: _ eeiz7//,b Printed:7 JUL 2016,5:48PM �Od Beam File- =,,P:\4227002 13553 SW pacific Hwyldocslstruclpacific hwy graVify calci ec6 0 e . . .f `� ` . C ILO,INO,19832016�BwId 6 j6.6 7 Ver 816.6 7 Lic.#: KW-06011218 Licensee Emerio Design,LLC Description: RB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v Length=16.750 ft 1 0.688 0.394 1.15 1.000 1.00 1.00 1.00 1.00 1.00 28.41 1,897.82 2760.00 6.16 119.98 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.255 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 3840.00 3.18 61.92 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.255 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 3840.00 3.18 61.92 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.255 0.146 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.66 979.41 3840.00 3.18 61.92 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.494 0.283 1.60 1.000 1.00 1.00 1.00 1.00 1.00 28.41 1,897.82 3840.00 6.16 119.98 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.494 0.283 1.60 1.000 1.00 1.00 1.00 1.00 1.00 28.41 1,897.82 3840.00 6.16 119.98 424.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.153 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.80 587.64 3840.00 1.91 37.15 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.750 ft 1 0.153 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.80 587.64 3840.00 1.91 37.15 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7393 8.497 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.256 8.481 Overall MINimum 1.935 2.261 - +D+H 3.224 3.769 +D+L+H 3.224 3.769 +D+Lr+H 3.224 3.769 +D+S+H 7.256 8.481 +D+0.750Lr+0.750L+H 3.224 3.769 +D+0.750L+0.750S+H 6.248 7.303 +D+0.60W+H 3.224 3.769 +D+0.70E+H 3.224 3.769 +D+0.750Lr+0.750L+0.450W+H 3.224 3.769 +D+0.750L+0.7505+0.450W+H .6.248 7.303 +D+0.750L+0,7505+0.5250E+H 6.248 7.303 +0.60D+0.60W+0.60H 1.935 2.261 +0.60D+0.70E+0.60H 1.935 2.261 D Only 3.224 3.769 Lr Only L Only S Only 4.031 4.712 W Only E Only H Only PProject Title: Pacific Hwy +1 V 1 J R1 ( Engineer: Project Descr: Project ID: 422-002 _ -ei47717b. Printed:7JUL 2016,548PM UVOOC��B,ali1 File P1422-00213553 SWQaaficl-h \docslstniclpacifichwygravitycalcsec6 `.4t x1 ` �,E�JE(2C,/1L.0 I ,:t,„ 3 20 6;Build 16.6 7 Ver f 16 7 s' w.rw ,,, :1-1' ,,z t. "rr✓? a,%sv; ,as Z-,�,Fz:.,t.;-, ,x 8t«,� ,y:�. ,,,,44 c€*`,�,. .,_ s.,,. ,a Lic.#. KW-06011218 Licensee: Emerio Design,LLC Description: RB-3 CODE REFERENCES' Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling i . I : ii I D 0.225 S 0.28125 r r2� ,r : app_ s � .4 d ' >, 5.5x14 Span=17.750 ft Applied Loads.,.. Service loads entered. Load Factors will be applied for calculations. Uniform Load D=0.020, S=0.0250 ksf, Tributary Width=11.250 ft r Varying Uniform Load D(S,E)=0.280->0.0, S(S,E)=0.350->0.0 k/ft,Extent=0.0-->>17.750 ft, Trib Width=1.0 ft DESIGN SUMMARY _ j Design OK Maximum Bending Stress Ratio = 0.790 1 Maximum Shear Stress Ratio = 0.442 : 1 Section used for this span 5.5x14 Section used for this span 5.5x14 fb:Actual = 2,168.95 psi fv:Actual = 134.80 psi FB:Allowable = 2,744.41 psi Fv:Allowable - 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.292ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.453 in Ratio= 470>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.815 in Ratio= 261>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H Length=17.750 ft 1 0.449 0.251 0.90 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 21477.80.00 3.08 59.91 238.50 +D+L+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.404 0.226 1.00 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 2386.45 3.08 59.91 265.00 tD+Lr+H 0.994 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.323 0.181 1.25 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 2983.06 3.08 59.91 331.25 +D+S+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.790 0.442 1.15 0.994 1.00 1.00 1.00 1.00 1.00 32.47 2,168.95 2744.41 6.92 134.80 304.75 +D+0.750Lr+0.750L+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.323 0.181 1.25 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 2983.06 3.08 59.91 331.25 +D+0.750L+0.750S+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 IF, ( � Project Title: Pacific Hwy + RI Engineer: Project ID: 422-002 Project Descr: Printed:7 JUL 2016,5 48PM WOQd Beam File=P:1422-002 1 3553 SW Pacific Hwyldocslstruclpacific hwy gravity calcs ec6, : aex,> ..,. Ww . ., .., aENEC��Cc NC°1982 916,Build,6.16.6.7 Ve Lic.#: KW-06011218 r 616:6 7 Licensee:Emerio Design,LLC Description: RB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb F'b V iv F'v Length=17.750 ft 1 0.681 0.381 1.15 0.994 1.00 1.00 1.00 1.00 1.00 27.96 1,867.71 2744.41 5.96 116.08 304.75 +D+0.60W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.252 0.141 1.60 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 3818.32 3.08 59.91 424.00 +D+0.70E+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.252 0.141 1.60 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 3818.32 3.08 59.91 424.00 +D+0.750Lr+0.750L+0.450W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.252 0.141 1.60 0.994 1.00 1.00 1.00 1.00 1.00 14.43 963.98 3818.32 3.08 59.91 424.00 +D+0,750L+0.750S+0.450W+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.489 0.274 1.60 0.994 1.00 1.00 1.00 1.00 1.00 27.96 1,867.71 3818.32 5.96 116.08 424.00 +D+0.750L+0.750S+0.5250E+H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.489 0.274 1.60 0.994 1.00 1.00 1.00 1.00 1.00 27.96 1,867.71 3818.32 5.96 116.08 424.00 +0.60D+0.60W+0.60H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.151 0.085 1.60 0.994 1.00 1.00 1.00 1.00 1.00 8.66 578.39 3818.32 1.85 35.95 424.00 +0.60D+0.70E+0.60H 0.994 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.750 ft 1 0.151 0.085 1.60 0.994 1.00 1.00 1.00 1.00 1.00 8.66 578.39 3818.32 1.85 35.95 424.00 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.8153 8.745 0.0000 0.000 Vertical Reactions p Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.220 6.357 Overall MINimum 2.192 1.695 -+D+H 3.654 2.825 +D+L+H 3.654 2.825 +D+Lr+H 3.654 2.825 +D+S+H 8.220 6.357 +D+0.750Lr+0.750L+H 3.654 2.825 • +D+0.750L+0.7505+H 7.079 5.474 +D+0.60W+H 3.654 2.825 +D+0.70E+H 3.654 2.825 +D+0.750Lr+0.750L+0.450W+H 3.654 2.825 +D+0.750L+0.750S+0.450W+H 7.079 5.474 +D+0.750L+0.750S+0.5250E+H 7.079 5.474 +0.600+0.60W+0.60H 2.192 1.695 +0.60D+0.70E+0.60H 2.192 1.695 D Only 3.654 2.825 Lr Only L Only S Only 4.567 3.532 W Only E Only H Only Project Title: Pacific Hwy 7 1 V 1 �� RI Engineer: Project ID: 422-002 Project Descr: Printed:7 JUL 2016,5:48PM WOO CI Bean? File=P(422-00213553 SW Pacific Hwy\docs\struc\pacific toy gravity calcs.ec6 re' 4i( ENERCALC INC.1984 2016 Build 6.16 6 7 Ver 616 6 7 Lic.#: KW-06011218 � Licensee Emerio Design,LLC Description: RB-4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb-Compr 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 575 psi Density 31.2pcf D(0.22) S(0.275) xi x x x 4x12 Span=10.0 ft Applied Loads ! Service loads entered. Load Factors will be,applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=11.0 ft `DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883; 1 Maximum Shear Stress Ratio = 0.372 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 1,005.71 psi fv:Actual = 77.08 psi FB:Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.094 in Ratio= 1281>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.169 in Ratio= 711>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.502 0.211 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 891.00 0.90 34.26 162.00 ,;_D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Length=10.0 ft 1 0.451 0.190 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 990.00 0.90 34.26 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 .00 0.00 0.00 0.00 Length=10.0 ft 1 0.361 0.152 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 12377.50 0.90 34.26 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length=10.0 ft 1 0.883 0.372 1.15 1.100 1.00 1.00 1.00 1.00 1.00 6.19 1,005.71 1138.50 2.02 77.080.00 77.08 2077.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 Length=10.0 ft 1 0.361 0.152 1.25 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 1237.50 0.90 34.26 225.00 +D+0.750L+0.7505+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 Length=10.0 ft 1 0.761 0.321 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.33 866.03 1138.50 1.74 66.377 2077.00 � RI O Project Title: Pacific Hwy Engineer: Project ID: 422-002 Project Descr: eeiryb Printed:7 JUL 2016,5:48PM WoodBeal11 File P:1422-002 13553 SW Pacific Hwyldocslstruclpacific hwy gravity calcs ec6 A: ��<,. .,.,;f. . , ... ,.<.�,.ENEF{TALC INC198320l6Build6166.7,Ver8166,?.._ Lic.#: KW-06011218 Licensee: Emerio Design,LLC Description: RB-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V f F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.282 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 1584.00 0.90 34.26 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.282 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 1584.00 0.90 34.26 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.282 0.119 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.75 446.98 1584.00 0.90 34.26 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.547 0.230 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.33 866.03 1584.00 1.74 66.37 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.547 0.230 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.33 866.03 1584.00 1.74 66.37 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.169 0.071 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.65 268.19 1584.00 0.54 20.55 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.169 0.071 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.65 268.19 1584.00 0.54 20.55 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1686 5.036 0.0000 0.000 Vertical Reactions. Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.475 2.475 Overall MINimum 0.660 0.660 +D+H 1.100 1.100 +D+L+H 1.100 1.100 +D+Lr+H 1.100 1.100 +D+S+H 2.475 2.475 +D+0.750Lr+0.750L+H 1.100 1.100 • +D+0.750L+0.7505+H 2.131 2.131 +D+0.60W+H 1.100 1.100 +D+0.70E+H 1.100 1.100 +D+0.750Lr+0.750L+0.450W+H 1.100 1.100 +D+0.750L+0.750S+0.450W+H 2.131 2.131 +D+0.750L+0.750S+0.5250E+H 2.131 2.131 +0.60D+0.60W+0.60H 0.660 0.660 +0.60D+0.70E+0.60H 0.660 0.660 D Only 1.100 1.100 Lr Only L Only S Only 1.375 1.375 W Only E Only H Only 1VVE Project Title: Pacific Hwy L `' 1] RI O Engineer: Project ID: 422-002 ^ Project Descr: edv77/zb. Printed:7 JUL 2016,5:48PM _ WQ_ QAr ,Col .m . .._... , ,..�,,. ; .. ......, x ,... .. .. .., ...... File P:1422-002 13553 SW Pacific Hwyldocslstruclpacific hwgravity talcs ec6 ' *- u :n . - , . � . , ., ., nFNEfCALC ING 19832016,Build6166.7 Ver:61667 " Lic.#:KW-06011218 Licensee:Emerio Design,LLC Description: 2X6 STUD @ 12"0.C. Code References" Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information i Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 15.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compression 1.10 Fb Tension 900 psi Fv 180 psi lx 20.797 inA4 Cf or Cv for Tension 1.30 Fb-Compr 900 psi Ft 575 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads I Service loads entered.Load Factors will be applied for calculations. Column self weight included:26.813 lbs*Dead Load Factor - AXIAL LOADS... Axial Load at 15.0 ft, D=0.220,S=0.2750 k BENDING LOADS. .. , _ Lat. Uniform Load creating Mx-x,W=0.0150 k/ft DESIGN SUMMARY , Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7868:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Myy, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.450 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 0.2468 k for load combination: Applied Mx 0.0 k-ft Applied My 0.2531 k-ft Along X-X in at ft above base Fc:Allowable 2,376.0 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02841 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 12.273 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios - Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction -Load Combination @ Base @ Top @ Base @ Top @ Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance i Project Title: Pacific Hwy 14r JJ () Engineer: Project ID: 422-002 Project Descr: 6771'4 Printed:7 JUL 2016,5:48PM INOOCI Ci O LU 111 hFile P:142-092,13553 SW Pacific Hwyldocslstruc\Pacific hwy gravity calcs ec6 R a z �, ENERCALQ INC 1983 2016,Build 616.37 Ver 646 6.T Lic.#: KW-06011218 Licensee:Emerio Design,LLC Description: 2X6 STUD @ 12"O.C. Sketches V dbysyk Loads ' 1x 0 u 2x6 o.o2kir♦ 1.50 in Loads are total entered value.Arrows do not reflect absolute direction. �/�E RI Project Title: Pacific Hwy Engineer: Project ID: 422-002 Project Descr: 617 Printed:7 JUL 2016,5:48PM File P\422 00213553 SW Pagfic Hwyldocslstwclpacific hwy gravity calcs ec6 WOOd-t.4olullfl..,.' - '' 44,''f1% '' 4 ''- '"' ' ' .n .,,<f,% ,; ,._ , ,>, . ,''f '' - u, >, �< ..f , v. E,fERCALC,,INC,1983„2016,Build6166,1Ver6166? Lic.#: KW-06011218 Licensee: Emerio Design,LLC Description: 6X6 POST Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 15.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb Tension 900.0 psi Fv 180.0 psi lx 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 900.0 psi Ft 575.0 psi ly 76.255 in^4 Cm:Wet Use Factor 1.0 Fc-Pr° 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:98.313 lbs*Dead Load Factor - AXIAL LOADS... Axial Load at 15.0 ft,D=2.20,S=2.750 k , BENDING LOADS. .. Lat. Uniform Load creating Mx-x,W=0.120 k/ft DESIGN SUMMARY;; Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6659:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+Myy, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 7.450 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at ft above base Applied Axial 2.298 k for load combination: Applied Mx 0.0 k-ft Applied My 2.025 k-ft Along X-X in at ft above base Fc:Allowable 880.38 psi for load combination: Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.06198:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 26.777 psi Allowable Shear 288.0 psi Load Combination Results , Maximum Axial+Bending Stress Ratios Maximum Shear Ratios _ Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction -Load Combination @ Base @ Top @ Base @ Top @ Base Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Project Title: Pacific Hwy Ey 1 `' 1 RI Engineer: Project Descr: Project ID: 422-002 Printed:7 JUL 2016,5:48PM VVOOC� C O U m n File=P:1422-002 13553 SW Pacific Hwy\docs\struclpacific hay gravity calcs•ec6'` Lic.#: KW-06011218 Licensee: Emerio Design,LLC Description: 6X6 POST Sketches V P.45yk Loads CD s 11 t -i u 6x6 0.12kmf 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Project Title: Pacific Hwy TO Engineer: Project ID: 422-002 l� Project Descr: Printed:12 SEP 2016,3:45PM COitCt'@ @ $ etlder Wad File P142200213553SWPacificHwyldocslstruclpacifichwygravitycalcsec6. - .,:or!c � � ... , �. . ., �x �... � .., ..., ,,. BENE CALL INC)9832016 wi1d6166,7,Ver616.67`� Lic.#: KW-06011218 Licensee:Emerio Design,LLC Description: Storage Area 1 Concrete Wall Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 2.50 ksi Wall Thickness 8.0 in Temp Diff across thickness = 0.0 deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 2,850.0 ksi Rebar"d"distance 4.0 in Minimum Vertical Steel% = 0.0020 Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 375.0 psi Bar Size # 4 Max%of p balanced = 0.01129 Bar Spacing 12.0 in Max Pu/Ag=fc* = 0.060 Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions A Clear Height = 9.50 ft B Parapet height = 0.0 ft B Wall Support Condition Top&Bottom Pinned A Vertical Loads Vertical Uniform Loads.. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 0.0 in 0.050 0.0 0.0 0.0 0.0 kilt Concentric Load 0.0 0.0 0.0 0.0 0.0 k/ft Lateral Loads _ Wind Loads: Seismic Loads: Full area WIND load 5.0 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDs*1 = 0.850 Fp=Wall Wt.* 0.340 = 32.640 psf Project Title: Pacific Hwy R TO Engineer: Project Descr: Project ID: 422-002 �-� Printed:12 SEP 2016,3:45PM Concrete Slender Wall File=P:1422-002 1355 SW Pacific Ht'yldocslstruclpacific hwy gravity calcs.ec6 ' _ 444,4�.44r s _, ', 10F, ,11 fa.,, x. . .x ,, . .S, „ ,,> >, . ., �` a,,..,.. 4„=„ ,,:,..,r, ,;74!,1 ENE$GALC INC;1983201¢,:BUlld616.6.7 Vej616;67;3`, Lic.#: KW-06011218 Licensee:Emerio Design,LLC Description: Storage Area 1 Concrete Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.1048 +0.90D+E+0.90H Max Mu 0.3676 k-ft Phi*Mn 3.508 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 20904 Allowable Defl.Ratio 150 E Only Max.Deflection 0.005454 in PASS Axial Load Check Max Pu/Ag 6.705 psi Max.Allow.Defl. 0.760 in +1.20D+0.50L+0.705+E+1.60H Location 4.592 ft 0.06*fc 150.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004167 As/bd= 0.0 rho bal 0.01129 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.1550 k Base Horizontal E Only 0.1550 k Vertical Reaction +D+0.60W+H 0.9620 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t i Mcr Mu Phi Phi Mn As As Ratio rho bal - - k k k-ft k-ft k-ft inA2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 - 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 4.43 to 4.75 0.644 14.400 4.00 0.03 0.90 3.56 0.200 0.0042 0.0113 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 4.43 to 4.75 0.644 14.400 4.00 0.03 0.90 3.56 0.200 0.0042 0.0113 +1.20D+0.50Lr+0.50L+W+1.60H at 4.43 to 4. 0.644 14.400 4.00 0.06 0.90 3.56 0.200 0.0042 0.0113 +1.20D+0.50L+0.505+W+1.60H at 4.43 to 4.7 0.644 14.400 4.00 0.06 0.90 3.56 0.200 0.0042 0.0113 +1.20D+0.50L+0.705+E+1.60H at 4.43 to 4.7 0.644 14.400 4.00 0.37 0.90 3.56 0.200 0.0042 0.0113 +0.90D+W+0.90H at 4.43 to 4.75 0.483 14.400 4.00 0.06 0.90 3.52 0.200 0.0042 0.0113 +0.90D+E+0.90H at 4.43 to 4.75 0.483 14.400 4.00 0.37 0.90 3.52 0.200 0.0042 0.0113 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft InA4 inA4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 4.43 to 4.75 0.536 4.00 0.03 512.00 24.96 384.000 0.001 227291.3 +D+0.70E+H at 4.43 to 4.75 0.536 4.00 0.26 512.00 24.96 384.000 0.004 29,843.9 _+D+0.750Lr+0.750L+0.450W+H at 4.43 to 4.7 0.536 4.00 0.03 512.00 24.96 384.000 0.000 303055.1 +D+0.750L+0.750S+0.450W+H at 4.43 to 4.75 0.536 4.00 0.03 512.00 24.96 384.000 0.000 303055.1 +D+0.750L+0.750S+0.5250E+H at 4.43 to 4.7 0.536 4.00 0.19 512.00 24.96 384.000 0.003 39,791.9 +0.60D+0.60W+0.60H at 4.43 to 4.75 0.322 4.00 0.03 512.00 24.59 384.000 0.001 227346.9 +0.60D+0.70E+0.60H at 4.43 to 4.75 0.322 4.00 0.26 512.00 24.59 384.000 0.004 29,851.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Project Title: Pacific Hwy TO Engineer: Project ID: 422-002 l� Prosect Descr: Printed:12 SEP 2016,3:45PM Concrete SlendFile P 1422 00213553 SW Pacific Hwyldocslstruc\pacific hwy gravity talcs ec6 ' eraIVa�. . , ,, ,r > ._,,,, , , .r.,ENERcALC;119-„ 4.198320f6,Butld6,1667 Vet6166.7 Lic.# KW-06011218 Licensee: Emerio Design,LLC Description: Storage Area 1 Concrete Wall Design Maximum Combinations=Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft inA4 inA4 inA4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 4.75 to 5.07 0.000 4.00 0.06 512.00 24.06 384.000 0.001 136458.2 E Only at 4.75 to 5.07 0.000 4.00 0.37 512.00 24.06 384.000 0.005 20,903.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 0.962 k +D+L+H 0.0 k 0.00 k 0.962 k +D+Lr+H 0.0 k 0.00 k 0.962 k +D+S+H 0.0 k 0.00 k 0.962 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 0.962 k +D+0.750L+0.7505+H 0.0 k 0.00 k 0.962 k +D+0.60W+H 0.0 k 0.01 k 0.962 k +D+0.70E+H 0.1 k 0.11 k 0.962 k +D+0.750Lr+0.750L+0.450W+H 0.0 k 0.01 k 0.962 k +D+0.750L+0.750S+0.450W+H 0.0 k 0.01 k 0.962 k 4•D+0.750L+0.750S+0,5250E+H 0.1 k0.08 k 0.962 k +0.60D+0.60W+0.60H 0.0 k 0.01 k 0.577 k +0.60D+0.70E+0.60H 0.1 k 0.11 k 0.577 k D Only 0.0 k 0.00 k 0.962 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.0 k 0.02 k 0.000 k E Only 0.2 k 0.16 k 0.000 k H Only 0.0 k 0.00 k 0.000 k • .111 ® MEMBER REPORT Level,Floor:Joist PASSED F Q R T E 1 piece(s) 117/8"TM®210 © 12rr OC Overall Length:15 7 0 + 0 _ 0 (� yam# "Y k 4 r''-` [ 2a�'s° S -k w t'l- i Rrz-= ,-4.,,,,,A.-'''...,.. . ...„-.::.,.0. -,,,,A4,--.0k-4,,,%-.. S, ... - .. `T ° > .. . .YF 1 1500 - 0 All locations are measured from the outside face of left support(or left cantilever end).AII.dimensions are horizontal. brit, ,j! *�,;,*. ; • u ta,@3ni.,,,gca,, o <_' Al o ed �>: e �.r + , .0 da'ca In a ��)' `; System:Floor Member Reaction(lbs) 884 @ 0 2$ 1134(2.25") passed(78%) 1.00 1.0 D -1.0 L(All Spans) Member Type:301st Shear.(lbs) 862 @ 0 3 8 1655 Passed(52%) 1.00 1.0 D+1.0 L(All Spans) Building Use Residential Moment(Ft-lbs) 33D7 @ 7 9 8 3795 Passed(87%) 1.00 1.0 D+1.0 L(All Spans) - Building code:IBC Live Load Defl.On) 0.370 @ 79 8 0.506 Passed(L/492) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD" Total Load Defl.(in) 0.426 @ 7 9 8 ” 0.758 Passed(L/428) 1.0 D+1.0 L(All Spans) T3-Prom Rating 54 40 Passed •Deflection criteria:LL(L/360)and TL(L/240): •Bracing(Lu):All compression edges(top and bottom)must be braced at 3 6 1 o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing isrequired to achieve member stability. Astructurai analysis of the deck has not been performed.• Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge""Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:None - -�-" c th .''''''1117 '11',r15' uptf, � 'r . n '.,, ,' a Yl .:;x* ; : .f ` ,.Wer'r. ° x�;-=: . 7 ° 2.2,5 896° . " . 175 17 7791Stu'd wallSPF"r } i 3.50' 11/4"Rim Board 2-Stud wall-SPF' 3.50" 2.25" 1.75" 117 779 896 11/4"Bim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. -;,:771,'"77'7"-"'77-;.�. xt - ',v, [17:..:;,7i,6,7it-,7„ _:-.7::e7.:,.i...„__„,,,, r° ., �,A ,a 1Tr'': l.z. ,t� ` 1 .r 4 'oo 1-Uniform(PSF) 0 0 0 to 15h 7 0' 12" 15.0 100.0 Rk.,. ." ,,f'u�;s - _ > .an 'i� ,. (T�SUSTAINABLE FORESTRY IN1ilATIVE. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values, l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (w.'ww.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this sofhvare.Use of this software is not intended to Circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://wwwwoodbywy.com/se vices/s_CodeReports,aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator- Job Notes 7/7/2016 2:44:16 PM Ben Ullmann Forte v5.0,Design Engine:V6.4.0.40 Emerlo Design (503)746-8812 ben@emeriodesign.com Page 1.of 1 '4'-r • • ¢.r � � 2Y�'y2�(( 2��'1 - 131 1 /4' ' Tia 7z y " r,' 7z 5c/(' z ) ` 1Y 33 ray' 9UrI g� )771i (./140a ►ZSR p, ✓ - MERE PROJECT: PROJECT#:yZZ_ddZ JOB ADDRESS: (/ CLIENT: 8285 SW NIMBUS AVE. 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