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Structural Calculations - Building AMc McClendon Engineering Inc TAHOMA TERRA BUILDING A STORAGE Yelm, Washington FINAL STRUCTURAL CALCULATIONS June 30, 2023 Prepared for: Keimig Associates 307 D Street SE Auburn, Washington 98002 EXPiRES:O'r L Z Prepared b - McClendon Engineering Inc 1412 West Idaho Street, Suite 240 Boise, ID 83702 Project No.: 1028.23 MC McClendon Engineering Inc TABLE OF CONTENTS GENERAL: Table of Contents ............................ Design Loads ................................... Materials and References ................ Deferred Submittals ......................... Special Inspection ........................... Project Description .......................... GRAVITY DESIGN: TAHOMA TERRA BUILDING A STORAGE YELM WASHINGTON 1028.23 Page Number ............. ....................................... I.............................. ..................................................................................... f Z ..................................................................................... ...................................................................................... ..................................................................................... ...................................................................................... 3 3 r' RoofFraming.............................................................. Roof Panel Purlins LintelDesign.............................................................. WallDesign................................................................. Foundation Design.......................................................... 7-2 Wall Footings LATERAL DESIGN: Lateral Analysis ....... ..................................................... 31 Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis ................................................... 3S Shear Wall Design .............. . . . ......................................... qq— So X -Braced Walls 1 MDEC McClendon Engineering Inc GRAVITY DESIGN LOADS: Roof Dead Loads Roofing: - Decking: 2 psf Framing: 2 psf Insulation: 2 psf Ceiling: - M & E Collateral: --3 psf Miscellaneous: 1 psf E Roof DL: 1.0 psf Roof Live Loads Snow Load: 25 psf Roof LL: 20 psf_ Floor Dead Loads Flooring: SOG Insulation: Ceiling:— M&ECol Miscellane, F, Floor DI. Floor Live Loads Occupancy/Use: Light Storage Floor LL:125 psf Occupancy/Use: - Floor LL: - Wall Loads Interior Stud Wall DL: 7 psf Exterior Stud Wall DL: 7 psf CMU Wall DL: 55 psf LATERAL DESIGN LOADS: Wind Loads Seismic Loads Wind: 115 mph Site Class: D - Default Exposure: C Seismic Design Category: D MWFRS: Simple Risk Category: II Diaphragm Importance Factor: 1.0 LOAD COMBINATIONS: Design Method Strength Design: Basic Load Combinations ❑ Allowable Stress Design: Basic Load Combinations ❑ Alternative Basic Load Combinations [� TAHOMA TERRA BUILDING A STORAGE YELM WASHINGTON 1028.23 R: 4 S2: 2 p: 1 SDS: 1.03 SDI: - MSFRS: X Braced CFS Walls Mc McClendon Engineering Inc MATERIALS: Steel Shapes Fy— 50 ksi Plates/Angles/Channel: F,, 36 ksi Hollow Structural Shapes: F,, _ 42 ksi Pipe: Fy — Bolts: A325 A325 Anchor Bolts: A307 REFERENCES: Soils Bearing Pressure = 1500 psf Source of Information: assumed Frost Depth = 18" DEFERRED SUBMITTALS: Steel: Steel member layout C9 Joist/Joist Girders Layout ❑ Metal deck layout Q Wood: Engineered Truss Layout ❑ Cold Formed Steel: Steel member layout SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction F1 Concrete Construction ❑ Masonry- Level 1 19 Masonry- Level 2 19 Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases [] Seismic Resistance ❑ Other: ❑ Wood Sawn Lumber: - G1uLam: - Eng. Product: - Licht Gauee Steel Fy: 55 ksi Lodes Used 2018 IBC TAHOMA TERRA BUILDING A STORAGE YELM WASHINGTON Concrete f,— = 2500 psi f,. = 60 ksi Masonry G— m — 1500 psi fy = 60 ksi Software Used USGS Enercalc Concrete: Mix Design Reinforcement Layout Masonry Mix Design Reinforcement Layout Other: ❑ 1028.23 Mc McClendon Engineering Inc PROJECT DESCRIPTION: TAHOMA TERRA BUILDING A STORAGE YELM WASHINGTON 1028.23 The Structural scope of work for this project consists of: • The design of a single story light -gauge steel framed storage building. • The gravity system for the building consists of a light gauge steel framed roof supported by steel frames, light -gauge steel framed walls. • The lateral system for the building consists of a simple diaphragm, light framed shear walls reinforced with flat strap cross bracing. o The loads are transferred from the diaphragm to the framed shear walls, to the foundation. 4 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK /�T\J,�"' 14/11\4 GWR-NW�� 11 WN -@ S Mc D Project:7Fl�rftMA -i 14_ No: 10?, Z3 Pager McClendon Scope: _s uc-•r Q& --516-6J Date: Z Checked by: Engineering Inc Item: By: 5 b[ M INC, D 1.3 t Old P -5F PANtr t mise 2-7 zsp5r- joopr)�� MCELRO Medallion-L®k '� 6I, � METAL I 13 4" I . ... ..... ..... _....... 16" COVERAGE TOP IN COMPRESSION BOTTOM IN COMPRESSION GAUGE FYWEIGHT Va Pa enG P,,, Ix Se Ma I, Se line (KSI) (PSF} kiplft. Ibsft Ibslft.t in.`Ift.) I(in.'!ft.) kip-in.lfi. (in."!ft.) (in.alfq kfp-in.lft. 24 150.011.30 0.7800 1 218.40 1 351.60 1 0.0860 1 0.0564 1.6800 0.0400 1 0.04797 -2485 1_ Section propedies are calculated in accordance wilh the 2004 AISI North American Specificalian for the Design of Cold -Formed Steel Structural Members 2. Val is the allowable shear. 3. Pa is the ailowabfe load for web crppling on and 3 inlerior supports, 4. tx is for deflection determinalion. 5- Se is for bending. 6. Ma is the allowable sending moment. 7. All values are for one foot of panet width - Allowable Uniform LoadsA(PSF) Span Type Load Type 1.00 1.50 2.00 250 3.00 3.50 S 4.00 ani 4-50 500 t 550 640 55 - 0 7 (,I 1 5o 900 8 50 Positive Wind 500 497 280 179 124 91 70 55 44 37 31 26 22 19 17 15 Single Live 500 497 260 179 124 91 70 55 44 37 31 26 22 i9 17 15 DeflectionIJI80) 500 500 500 481 278 175 117 82 60 45 34 27 21 17 14 12 Defection 11-1240) so 500 500 360 208 131 88 61 45 33 26 20 16 13 11 1 9 F'osldve Wind 500 337 197 126 1 90 66 51 1 40 32 27 22 19 16V23 12 11 2 Span Live 500 337 197 128 90 66 51 40 32 27 22 19 16 12 11 Deflection (1-1180) 500 500 500 500 491 309 207 145 106 79 61 48 38 25 21 Oefiec6on(U240) 500 500 500 500 3" 232 155 169 79 59 46 36 29 19 i6 Posflive Wnd 500 407 241 158 111 82 63 W 41 34 28 24 21 16 14 jo 3 Span - 51D •117 241 15E i1+ 8Z 1? 4i 24 7; 24 21 18 15 14 Del!eoion(L�180) 5n0 500 5Gr) " 384 242 162 ':14 83 62 4@ 37 3? 2e 20 t5 Defledion(U240) 500 500 500 498 288 181 121 85 62 46 36 28 7.2 18 15 12 Positive Wnd 500 385 227 146 104 77 59 47 38 31 26 22 19 17 15 13 4 Span Live 500 385 227 148 104 77 59 47 38 31 26 22 19 17 15 13 Defection {!L)190) 500 500 500 500 408 1 257 172 121 88 66 51 40 32 26P16 17 Defleclion(Lf240) 500 500 500 500 306 192 129 90 66 49 38 30 24 1913 AST,,M Id1592 Wind Uplift TesBng 1 69.5 1 61.1 52-9 1 49,1 45.2 1 41.3 1 37-7 33.6 30.1 NO TEST BATA AVAILABLE Notes: 1. Allowable uniform loads are based upon equal span €engllls. 2, Positive Wrnd is wind pressure and isNOT increased by 33 113 %. 3- Live is the allowable We or snow load. 4. Deflection (L1180) Is the allowable load that €imils the panel's deflection to Uf6o whie udder positive or live load. 5. Deflection (U240) is the allowable load that [units the panei's deflection to 0240 wri4e ander positive or live load. 6- The weight of lire pane! has NOT been deducted from the aliawahfe leads, 7. Positive wind and Live load values are lim'sled to combined shear & bending using Eq. C3.3.1-1 of the AiSI Specification, 8. Values of ASTM El 592 Wind Uplift Testing include a factor of safety of 1.67. Shaded areas are outside of test range. Contact McElroy McZal for more information, 9, Positive Wind and Live Load values are limited by web crippling using a bearing length of 2'. 10. Web crippling values are determined using a ratio of the uniform loadaelually supported by the top flanges of the section- s f, Load Tables are irriled to a maximum allowable load of 500 psf. /Vlk _o FT 1b E- CH,-:�c, WcaK Axy53cm- rile -7 FofL Ft -A -r Si A [ALM z r „ n» w w N n Y] o» 7 cO o m ry u-, o t. m {V CI C) S' r N fY C) •- r ry M pj sp t 1 � t > a v 2 n M u�i a n m ro cu'.r n r N rn X z S W SO O O m Q N M Vi Q ul E` � m m Ol W tc'1q m W d6 N i n 1� N r M O Ib Q N Qf r V � N q Ih m o N Q NOi k`p I G 0{ M m C CV N{ O n - W aM h Q T [0 o P o m Q a M Q o ci » at N (O of v f: ri P h t, v r: N r u o M 3-Y5 V .E N i5 v 01 rn M V m M M P W» P m m O e� rn o Q v m e n o v » 2 a i m N ti n m N Q c n o a p m m c v y a o o m m n m � Q V O O � �. N N [p i� � � l0 N r '•. IL r< � u'1 ti Qi c6 s o r p m o Q vi c N —2 w o Q -o c N » n r _a c m c� m m r W r� w m m r m c> rn umi m mo m rn m m rn @ �c rn r r`ri m m o N v`Ai m W W q Omi m�� Q o o d W r� rn rn cs o m rn In .n <n M n m n in N o n m m co o rn m Q o yQ w d V m O N� pf tl»» O� O If1 tll W O N U v tl 0 0 0 6 0 r 0 O 0 d 0 O o r n O g O a d o r 0 O 0 p o p a o ID O W"i Ci [4 N N N N N tr ry C] X X X X % % X X % X % r 6 0 0 0 P P o 4 0 0 0 O O C] o O OP m D] W W fA W SO m m m m tli m of m 4/ {12 �2 1,2 tP �R Z N vI N h N » N til N O N O N 0 N 0 N •f? N N»�' IV N I(yn N � N vl N � a O k (n X U O a 8 O O O O O, 0 0 0 4 O O b p 0 6 A Mc D o Project: �P+�+ +^� - No:'07 9. ?_3 Page: McClendon Scope: rJ Date: Checked by: Engineering Inc Item: f ZOOFl N c I oo F L--. P, Oa4aLo stppoe-r) Spy T Qi F +0 — YX= r 175D*O )l4 �rr� rb 17 D O' x (2�3 cog �Z�-DQo Ksf)(7, 7tv a� = ate" 1 9 Y+A - yt pr 02 MC D McClendon Engineering Inc Project: -A 40 MA �fa2Q-�4 No: _ 102B . Z3 Page: Scope: 5rmvC-T- D651Gr's Date: Checked by: Item: By: 50b -2�F--FPAM r NCS s' -O" �rL 175D ! M D -sir 218 i'r�02 3C x Z/z -6-16 GA Mk = 6 1/1 Pr 1,6 PTn- _ 77-hrZIO PTs =:!p W. c r'A= X38# (4 17) (&,cr, �) LPG �) Spm = 10 0 rzd F WV.L- fdQSF (?) i- )cpsF zs7 12� - 5P�r- w �(.5 /Z) _ (0 F LAJJ ]M 00'�2/S Mcz Project:. --FA Ito r'lP� T 12Ar No: 107-8,2,S Page: McClendon $C°pe' Date: 23 Checked by: Engineering Inc Item: By: 5101 5?A = IZ'-O" ' I ps L_! zsPsF 175D Yh. ..1750 .5) �; Co l ZS �• 16 ''� X it u X x �� �►Dc 8 C x /2- x 13 U Y� R = 7, 'f S 2 TrT • leo DE M�az8.z3 Project: ��°+ ht0 M A �F�� No: Page: I McClendon Scope: Date: 16 2.3 Checked by: Engineering Inc Item: By: (SLP6! A) SPh�•1 = '� -Or' S 75D up �2od + PC, x 16 G Ar N "I �r V rf) - Ili c0 tp VI O O O O co co m 0 O O b m rn m p m o p o p V Y_ +'.> n c') n m O n W o N o c0 a Gi V' S D M M rD to mla m O M Cn � � cn er ui cD m o o o o O o o O o 0 0 o O 0 C b rn a m m o rn Y7 n O O :D CO C7 O N �y } c7 h b N C7 N rn N u] C7 p O m m 6� o O N it7 m O V tD �c7 V t0 O b 00 m C a> m 1` O ca h h CO n m rn t at _ h n n n m m as co 0 0 0 0 w N N N N N (V N N m m m m M M M C7 K 1 /1 O W O N b n �? r w M O m W Q O r o in V' CO W C:] Ln 7 N 4'S il W] IO h U N M r N M N N M N N CO Ln LO h a) w i� Qi Lnr C) 00 O N = of n zn o rn n v v m p 0 n w o 0 J �p a b O Q p O M i� Cl) m n M m 1� Qa cd n C� O M 7 O c) U r a C [^ lu Q 0m 72 Q J R m 4? rn O r m m !� LO O 0 co 0 0 Y7 a) v (p (a N 47 L!) co N m O 0 cD J g y o rn cn m w m n o n v M O Lq N CO LO Q --- 'T 't to co v m o W 7 LO h o V c0 ti O C LO Ln i nn O rO M O U< <A Ln p p M O w LO J O Sl O Q J .� !� h O W M W W CO h n O P] m m W W n m m op h W m Q7 w 07 N O O d b b o O o o O O b p o q Q C o co - m c� m co w2 co a m U y a N n W co v yr h N 3� m Ln V W UJ v O n N cp ul 3 a o o r c r� � o 0 r 0 c m p a V? W a c m t co n W co n M co 0 0 m m n In v n W ia: 'm r rz o � 0.� r o .n v QLi W fl CA En U-) N m m V ani d' C� Nm Lq c'� V oc''} u'7 rz o a v a °f t:0 Z m m ow O' } y (b n n 0 0' v C) o in m m p u5 W O uT m rn b u� lt7 o a n J 'e 0 0 0 0 0 0 o p o 0 0 0 0 0 o p w Q C _v a r c cu q �� Z L o O o o o o o 0 o O O o o O o 0 O x SA f%1 Li LL 0 Ch cO V c"1 N cD V C7 N �D V C7 N cD cn N cZ. F C) o a o 0 o b o o Vn LQ u; 4; O b 0 0 ❑ Cl) m C7 Cl) V V V N N N N co m m c) x x x x x x x x x x x x x x x x x ❑ O O- b b O O 0 0 0 O 0 b o 4 0 h e r- n ti n r- w w no co oo m co W N Z U U U U U U U U U U U U U U U c 9 0 c,r x 0 x 4 r x 0 c i x 0 v x 0 a x 0 v x 0 v u7 Ln c' Lq N 0 Cl) 0 n 0 :-� 0 co v Q o 0 0 0 0 0 x 0 o x a x a x 0 x 0 x 0 x 0 x N n n n tif-� n h ti W oo co m m m m Mc T 5 Project: I H-oyA s12* No: /Q?- E23 rage: McClendon Scope: �C'r+�iN Date: Checked by: Engineering Inc Item: By: 'IS 5FAOA ws � = ZSpSF (shZ) wn. = 88 ptr (2I Fr 1b saa;U - lysV-li,)ta/(o,��{ 2oVEDC, 4 LAN LE (NOts :_ 8'-0" T14 flX: 5 qy6 1046 1 1,o C Pr (FLP, -r 5y = ©, Z391 a M c T a 6 Project: [ -� H H OfKA- i E -12t2►*- No:. j - Z& Z3 Pager McClendon Scope:-f2uC'r 1D6-Z(&J Date: Checked by: Engineering Inc Item: By: 5M L -xrun Dezi c n� L3 (Nod ' a6) C- M) SPAN _ )Or_II r _- U Z��- (57/7-} _ lso2a �N•Ib �' p = 15� OZS ►v� • lb �(D. l�� (SKS►��� �� aov+ o, ; 4C X2, �x 12 GA - (D. (01 /r7IN-3 - DMc Project:- -7A H-OmAr 77ENo: /OZ8j 45 Page: (7 McClendon Scope: :�TrZtC% TD6516:0Q Date: -5-JI-A Checked by: Engineering Inc Item: By. T) L T'. /Opsr-( z6-0 L x 2 f 7,5r, 10 , ­ - Mk ; (z L170 FT, - Wo). (13LV&? 7) ,� = y�2Ko � �D, S'��I'��/ZOO = � �5'Z�' Z 75'% Ii)/to (t loc� rs)�f)C 5,9 71 I w#) 7,5 9r �4)570# ZZ80 ;R' I- 45 ~ 45 0 O N4 co (D ('> N O co [D 1n a _ r n r- w (Du'f h N v V a g a m M M m O b O O O O O o p O d O O O O p h 1 f, M O O7 m Lo T P`f+ Lo m N M m O N d ( T 7 m ID O (o p NM �T LL7 ["1 Y sn LD M �t +ii �, x o'0 0 o d o 0 0 6 6 0 0 0 6 0 0 a .• v w o m d m w no v n rn a co a h< Ln M M fD M 61 n 4i m �D N � o t0 il m O O O O O O O Q Q O O O O O p r v ... .- w co 1+' x a7 m :` u� c� cV.r o o a oMi w r- cOa v .� ua In In O7 co O (O 4 O Ern g m m m m x ti P m N tO of m OM M r, O M m r- W M V O w tin V N o 0 ui r O M m V SIJ C O n a1 r (O ¢S0 M al 7 6O .- V O M (j }( o 0 0 o a o (v In Q V �➢ W O LO (D V LA m Qi Cl x~ C [7 M O 4J J 4o ' N N (O ul m 00 4 N m [D O (D m o P (D O 1[y h O m m IRN Opt N N N m M V M V (O (D g 1p N a rn m In (D W N V M 1• Lo rD m N a CD O O (Q O M1 iv N co O P M O o t7 m 4o S M V C? h P f"i (fi (D ti m u -,w r, (Ii O r` m n ui h r P C r O Q O V PLf) 1l- r- co ti N N O O +� fD 01 co O Q ..� (O W w >n N V O N O o7 h (D ao O et �� ✓xi a N U C „J Y, N N M ra tl Q N N m N m C _ u1 a Lo 1.. M O (D (o m O (D In M 4 (O M O (D In O. 6 CrJ _ Q. C r W aO !� W CSO ti W m co o N 1 'v O O O . O O . O o O o 4 O O M1 o co o Q O C p V C O p 0 t[i E SQ n o o m to ca u� M ui to 71 Q N C N 6m1 W P V O 2O N tl7 3 4 P O Po o a o 4 0 a O o O F G m o lu v c v C G t _ m n m _ a te') N a0 v m w u] u] O N 10 N 01 C] N o:, lA co r� V O O (D O P V 1n (D u] E W Q y_ QI .C7 n r L") t71 m nO in r (D r O] M W a N d Q ..r N N m r- N N M N N Cl n N (V M V i o m O O O 14� 0 Z 5IL r y U) N N U1 G U) r .L h O J c= O to O r` LO ro rD o O to O I+ rn oo Irl O M Ln d n - m - - - N m a c LLIQ 'p I� s .- " o O p r 0 0 0- 0 4 0 o r In O n O co d 0 �R dm II S{ Z p o O o o o o 0 0 0 0 0 0 0 o O Z U] x V1 ~C tip li QLU ~ I�n tu o n o o rn u, Lq u> u, is U� >n u� 4i In (n I LD (V " N (Y N N N N [V N [V N N N SV [V x C (] x O x O x O x O x O x Q x O x O x O x O x Q x 4 X O x Q x Q x O 1 C 7 t Q V1 In m In -:. ---"� tD V m N (p V M N ° z U v U c3 v U u U U c� v U c� c C3 C o 6 N x b x O N x O N x to N Ili N In N to N ki ( j In N LL'S LV ui N w] Lq N u^ N Li (V .J a o P P x O x d x O x O X o x o x CO x d x O x o V' 7 7 v rt iti uj ,sy tp to QD I- 45 ~ 45 0 O &j4jr J = P s fh7i L2tc Mc Pr rr jecMcClendon I J Scapoj e:,d�_?_.- - � _�_ Date: Checked by: Engineering Inc Item: ex i6.1.- I ts1A, i E Z FLr, E G CIO,S� i y��-gyp _ .. (r rIVAY IV E �as�- /00� F wratL. ANT. za. ,0Q1 �1,zyj= - z a WAIL Gk-'Z = Zd. Z` has F yS = ZS'. 0 PIF _ . �= zs•opsr.�ac�� °_. _..-_ /s��. psF- �ra-s�� ---.... 12 L1 z- -O rr [ +� fI rte, o,a &j4jr J = P s fh7i L2tc Project:_�'iUiNll�'. No:_ 9 McClendon pd#e: ,,1.— Checked by: Engineering Inc Item: N 1q Ut,r t"S r C, i_ WL n X zoo Soso Lo; --p Cris7 1j 0-3: /ao Fri- Lv+ .jam - .+y O"j,,-.5 - J LJ�,,s� = '75'p�fr � Q• "�� = �j•,3I°LF �3�t,) __. 4j = 6e) to F. r' DL/z ' ._. Z!5A p Nc,s= t,.2,,� C Project;u 14F4ompr- T- No:- Page:- McClendon o:Page:_McClendon scope:, c twe: yy� Z3 -Checked day: r Engitleering inc Item: By: �3K l��Ff � ll•3 K�"-� --� � 1, go �'Pn -FeLoh/L lq (S. I �[��•�3c3f3�-fir P� = /0 -s- Y -/1,S0 PAA = �.1 K ,,, = /,&7 NIS, Fzc,�,,j PISA !` ra t I f` o\: 4 - O - OHP ZTg �, i L j KLy - Z(. s �trs '/Op, x,71 ofc� r Vie_ . £ICS L l.I2c� S/AaLf-31's ���o'r��`� -------- I I I I ---- -- ------ - - ------------- I I I I I I I I I � � 1 I I I I --J I I I I I I � I j I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I ! I I � • I I I I I 1 I I I I I I I M •..rte+ I I I I I I I I I I I I I I I ! I I 1 1 1 I I I I I 1 ! I I 61 I I I 1 I � ♦\ NLIION --I-r 1 M 2Z J, P rte"3 Project:CMA No: JQ?-R.VS page: 24 McClendon s"'OW-619-ver. -Date: Checked by: Engineering Inc Item- .......... / 1L W T7_ 13 fad J IiO+sS. w tortTTG� o 0; '2& 1st} b L 0 ps rr ?-et'A) I 71Q L F; P t LSbL= 7 s at-, F _ w! r.-, rH OF 'F7-6> LAI J, P rte"3 he I ADE project-..—� No: fat -R-73 page-.--:�5 McClendon scOPe:,--jSM"T, OESI&tQ Date:. Checked by: E=ngineering Inc Item- By. CO . ............ NV S -Z Z7 4 L Cr` McClendon Engineering, Inc, MCIE 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 (208)342-2919 McClendon Engineering Inc Beam on Blastic Foundation DESCRIPTION: Grade Beam CODE REFERENCES Calculations per ACI 318.94, IBC 201$ Load Combinations Used: ASCE 7-1C Material Pronerties fc la = 2-50 ksi fr = fc ` 7.50 = 375.0 psi yr Density = 145.0 pct a, Lt Wt Factor - 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 Project Title: 7j ftm lar TjMA - Engineer: ProjectlD: i02t-,2-$ Project Descr: Re = MAIWE Proiects12018 ProjecisOONJ8 Buckley Ramp Bu1MingsVCa1csuooliog.ec6 . Soffirafe copyright ENERCALC, INC, 1983-2019, Swd:10.19.1.30 . Phi Values Flexure: 0.90 Shear: 0.760 R 1 - 0.850 250.0 psi / (inch deflection) fy - Main Rebar = 60.0 ksi Fy - S6frups = 40 0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup 1.0 Beam i6-sumorted on an elastic toundaUon. D(1 17(3.3&1�(0.56T} D(3.3Si�S(0.56T) 0(3,361"S(4.567) D(1.68)M8(0.284) _Cross Section 6 Reinforcing Details Rectangular Section, Width = 12.0 in, Height = 24,01n Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 48.0 ft in this spar Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D =1.680, S = 0.2840 klft, Extent = 0.0 -» 0.6670 ft, Tributary Width =1.0 ft Uniform Load: D = 3.361, S = 0.5670 klft, Extent =11.333 -» 12.867 ft, Tributary Width =1.0 ft Uniform Load : D = 3.361, S = 0.5670 klft, Extent = 23.333 -» 24.667 ft, Tributary Width =1.0 ft Uniform Load: D = 3.361, S = 0.5670 kfft, Extent = 35.333 -->> 36.667 k Tributary Width =1.0 ft Uniform Load : D =1.680, S = 0.2840 Wit, Extent = 47.333 -» 48.0 ft, Tributary Width = f.0 ft DESIGN SUMMARY aximum Bending Stress Rall Section used for this span Mu: Applied Mn' Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Typical Section -3.369 k -ft 6.335 k -ft +1.2GD-r0.50L+1.60S+1.60H 4.518 ft Span # 1 iximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.013 in Max Upward Total Deffection 0.000 in klaodmurn Soil Pressure = 0.468 ksf at 24,00 ft LdCornb +D+S+H AifawabW Soil Pressure = 1.60 ksf OK SiheatStirrupaequirem>lerAs - - - - Entire Beam Span Length: Vu < PhWd2, Req'd Vs = Not Reqd, use stirrups spaced at 0-000 in Ruimum Forces A Stresses for LOW Commmiioils Load Combination Location (ft) Bending Stress Results (k -ft) Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio Wmum Bending Envelope Span 41 1 47.435 -9.34 6.33 0.05 2-I McClendon Engineering, Inc. M E 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 (208) 342-2939 McClendon Engineering Inc Beam on Elastic Foundation DESCRIPTION: Grade Beam Project Title: -rj4-t+0 VK* Tr-ntaot Engineer: Project ID: I bf_151 Z 15 Project Descr. 018 Projects11074.18 Buckley Storage 8ui1dingalCalesVo08flg.ec6 SoSt rare oo,909R ENERCAW, IHC. 1933.2019, Bui1.10.19:1.30 . Load Combination Location (ft) Bending Stress Results (k -ft) Segment Length Span # in Span MU: Max phi-Mnx Stress Ratio +1,40D+1.60H Span # 1 1 47.435 -0.32 6.33 0.05 +1.20D+0.501-r+1.60L+1.60#1 Span # 1 1 47.435 -0.28 6.33 0.04 +1.200+1.60 L+0.50 5460 H Span # 1 1 47.435 -0.30 6.33 0.05 +1.20D+1.60Lr40.50L+1.60H Span # 1 1 47.435 428 6.33 0.04 420+11,601-r+0.50W+1.601-1 Span # 1 1 47.435 -0.28 6.33 0.04 +1.20D+0.50L+1.60S+1.60H Span # 1 1 47.435 -0.34 6.33 0.05 +1.20D+1.60S+0.50W+1.60H Span # 1 1 47.435 -0.34 6.33 0.05 +1.20D+0.50Lr+0.50 L4W+1.60H Span # 1 1 47.435 -0.28 6.33 0.04 +1.20 D+0.50L+0.50 S+W+1.60H Span 4 1 1 47435 -0.30 6.33 0.05 +1.20 D+0.56 L+0.20 S+E+1.60 H Span # 1 1 47.435 -0.28 6.33 0.04 +0.90D+W+0.90H Span # 1 1 47.435 -0.21 6.33 0.03 +0.90D+E+0.90H Span # 1 i 47.435 -0.21 6.33 0.03 Overall Maximum Defleetions - Unfactored Loads Load Combination $pan Max.'-' Defl Location in Span Load Combination Max, V Defl Location in Span Span 1 1 0.0130 24.000 0.0000 0.000 Maximum Deflections for Load Combinations - [lnfactored Leads Load Combination Span Max- Downward Defl Location in Span Max. Upward Defl Location in Span +D+H 1 09111 24,000 0.0000 0.000 +D+L+H 1 09111 24.000 0.0000 0.000 +D+Lr+H 1 0.0111 24.000 0.0000 0.000 +D+S+H 1 0.0130 24.000 0.0000 0.000 +D+0.75OLr+0-750L+H 1 0.0t11 24.000 0.0000 0.000 +D+0.750L+0.7505+H 1 0.0125 24.000 0.0000 0.000 +D+0.60W+H 1 0.0111 24.000 0.0000 0.000 +D40.70E+H 1 0.0111 24.000 0.0000 0.000 +D+0.75OLr+0.750L+0.450W+H 1 0.0111 24.000 0.0000 0.000 +D+0.750L+C.750S+0.450W+H i 0.0125 24.000 0.0000 0.000 +o+03501.4750S40.5250E4H i 0.0125 24.000 0.0000 0.000 A.60D+0.60W+0.60H 1 0.0067 24.000 0.0000 0.000 +0.60D+0.70E+O.60H 1 0.0067 24.000 0.0000 0.000 D Only 1 0.0111 24.000 0.0000 0.000 Lr Only 1 0.0000 0.000 0.0000 0.000 L Only 1 0.0000 0.000 0.0000 0.000 S Only 1 0.0019 24.000 0.0000 0.000 W Only 1 0.0000 0.000 HOW 0.000 E Only 1 0.0000 0.000 0.0000 0.000 H Only 1 0.0000 0.000 0.0000 0.000 Detailed Shear information Span OlstanCe V Vu Ik) Mu d'Vu/Mu Phi'Vc Comment Phi91s Spadng (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest 420D+i. OS+0.50W+1.60H 1 0.00 21.00 0.10 0.10 0.00 1.00 19.12 Vu : PhiVr12 NotRegd 0.00 0.00 +1.20D+1.60S+0.50W+i.60H 1 0.56 21-00 -1.10 1.10 0.34 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+i.60S40.50W+t.60H 1 1.13 21.00 -1.16 iA6 1.09 1.00 19.12 Vu<PMW12 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 1.69 21.00 -0.97 0.97 1.75 1.00 19.12 Vu<Phi /2 NotRegd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 2.26 21.00 -0.77 0.77 2.30 1.00 1912 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 2,82 21.00 -0.5a 0.58 2.73 1-00 19.12 Vu <Ph1yrJ2 Not Reqd 0.00 0.00 +1.200+1.64S+0.50W+1.60H 1 3.39 21.00 -0.38 0.38 3.06 1.00 19.12 Vu <PhWc/2 NotRegd 100 0.00 +1.200+1.60S+0.50W+1-60H 1 3-95 21.00 -0.17 0.17 3.27 1.00 19.12 Vu <PhiVd2 NotRegd 0.00 0.09 +1.200+i-60S+0.50W+1.60H 1 4.52 21.00 0.03 0.03 3.37 0.22 18.21 Vu <PMV62 NotRegd 0.00 0.00 +1,20D+1-60S40.50W+1.60H 1 5.08 21.00 0.24 0.24 3.35 1.00 19.12 Vu < PhiW2 Not Reqd 0.00 Ho PC McClendon Engineering, Inc. Project Title: -rA WOVIA E 1412 W. Idaho Street. Suite 240 Engineer: MID Boise. Idaho 83702 Protect ID: 1Oz8. Z� McClendon 342-2919 Project Descr. McClendon Pngineerfng Inc Beam on Elastic Foundation File = RMIMCE Prole IS 018 PMjects11074,18 Buckley Storage BuiiffuigslCatcsVoo6ng.ec8 . Software oowOt ENERCALC, INC.983-2015, Buid:i8.19.1,30 , Lic- -- �� MCCLENi• NO IPTION: Grade Beam Detailed Shear Inforrrtation Span Distance 'd' Vu {k) Mu d'Vudvlu Phi'Vc Comment Phi'Vs Spadng (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+1.60S+0.50W+1.60H 1 6,65 21.00 0.46 0.46 3.21 1.00 19.12 Vu < PhW12 Not Reqd 0.00 0.00 +1.20D+i.60S+0.50W+1.60H 1 6,21 21.00 0.68 0.68 2.96 t.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 6.78 21.00 0.91 0.91 2.57 1.00 19.12 Vu < PhiVcf2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 7.34 21.00 1.15 1.15 2.06 1.00 19.12 Vu <PhUd2 NotRegd 0.00 000 +1.20D+1.60S40.50WA60H 1 7.91 21.00 1.39 1.39 1.41 1.00 1912 Vu < PhiVV2 Not Reqd 0.00 0.00 +1.200+1.60S -450W+1.601-1 1 8.47 21.00 1.65 1.65 0.63 1.00 19.12 Vu <PhiVc12 Not Reqd 0.00 0.00 +1.20D+i.60S+0.50W+1,60H 1 9.04 21.00 f.91 1.91 0.30 1.00 19.12 Vu <PhUc12 Not Reqd 0.00 0.00 +1.20D+1.60"+ WW+1.601-1 1 9.60 21.00 2.18 2.18 1.38 1.00 19.12 Vu <PhtVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 10.16 21.00 2.46 2.46 2.61 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 10.73 21.00 2.75 2.75 4.00 1.00 119.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S-450W+1.60H 1 11.29 21.00 3.04 3.04 5.55 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +120D+1.60SA.50V1+1.60H 1 11.86 21.00 0.74 0.74 6.59 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 112.42 21.00 -1.74 1.74 6.22 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 11 12.99 21.00 -2.64 2.64 4.70 1.00 19.12 Vu<PhiVrJ2 Not Reqd 0.00 0.00 +1.20D+1.60S40.5OW+1.60H 1 13.55 21.00 -2.33 2.33 3.21 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +f.20D+1.60S+0.50W+i.60H 1 14.12 21.00 -2.03 2.03 1.89 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 He +1.2011+1.60S+0.50W+1.60H 1 14.68 21.00 -1.72 1.72 0.75 1.00 19.12 Vu <Phyd2 Not Reqd 0.00 0.00 +1,200+1.60S40.50W+1.60H 1 15.25 21.00 -1.42 1.42 0.23 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.80 +1.20D+1.60S+0.50W+1.60H 1 15.81 21.00 -11.12 1,12 1.03 1.00 19.12 Vu <PhiVcJ2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 18.38 21.00 -0.81 0.81 1.66 1.00 19.12 Vu <PhiVcJ2 Not Reqd HO 0.00 +1.20D+1.60S40.50W+1.60H 1 16.94 21.00 -0.51 0.51 2.12 1.00 19.12 Vu <PhUd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 17,51 21.00 -0.21 0.21 2.41 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 18.07 21.00 0.10 0.10 2.53 0,91 19.01 Vu <PhiVc12 Not Reqd 0.00 0.00 +1.200+1.60540.50W+1.60H 1 18.64 21,00 0.40 0.40 2.47 1.00 19.12 Vu <PhUd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 19.20 21.00 0311 0.71 2.24 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+f.60H 1 19.76 21.00 1.02 1.02 1.84 1.00 19.12 Vu < Ph1vc12 Not Reqd 0.00 0.00 +1.200+1.60S40.50W+1.60H 1 20.33 21.00 1.34 1.34 1.27 1.00 1912 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.6OS+0.50W+1.60H 1 20.89 21.00 1.65 1.65 0.51 1.0 19.12 Vu<PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 21.46 21.00 1.98 1.98 0.42 1.00 19.112 Vu <PhUc'2 Not Reqd 0.00 0.00 +1.20D+f,60S+0.50W+1.60H 11 22.02 21.00 2.30 2.30 1.54 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S-450W+1.60H 1 22.59 21.00 2.63 2.63 2.84 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1,200+1.60S40,50W+1.60H 1 23.15 21.00 2.96 2.96 4.32 1.00 19.12 Vu <PhiVd2 NotRogd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 23.72 211.00 1.39 1.39 5.63 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0,00 +1.200+1.60S4.50W+1.60H 1 24.28 21.00 -1.06 1.06 5.63 1.00 19.12 Vu < PhiVcf2 Not Reqd 0.00 0.00 +1.20D+l,6OS40.50W+1.60H 1 24.85 21.00 -2.63 2.63 4.32 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 25.41 21.00 -2.30 2.30 2.84 1.00 '9.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1,60H 1 25.98 21.00 -1.98 1.98 1.54 1.00 19.12 Vu < Ph1Vd2 Not Reqd 0.00 0.00 +1.2017+1.60S40.50W+1.60H 1 26.54 21.00 -1.65 1.65 0.42 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +f.20G+1.60S40.50W+1.60H 1 27.11 21.00 -1.34 1.34 0.51 1.00 19.12 Vu<PhlVd2 Not Reqd 0.00 0.00 +1.20D+1.60540.50W+1.60H 1 27.67 21.00 -1.02 1.02 1.27 f.00 19.12 Vu <PhiVr12 Not Reqd 0.00 0.00 +1.200+1.609+0.50W+1.60H 1 28.24 21.00 -0.71 0.71 1.84 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 28.80 21.00 -0.40 0.40 2.24 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 29.36 21.00 -0.10 0.10 2.47 0.93 19.04 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.6014 1 29.93 21.00 0.21 0.21 2.53 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 30.49 21.00 0.51 0.51 2.41 1.00 19.12 Vu < PhUr12 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H f 31.05 21.00 0.81 0.81 2.12 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 31.62 21.00 1.12 1.12 1.66 1.00 19.12 Vu<PhiVo2 Not Reqd 0-00 0.00 +1.20D+1.60S40.50WAWH 1 32.19 21.00 1.42 1.42 11.03 1.00 19.112 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 32.75 21.00 1.72 1.72 0.23 1.00 19.12 Vu < PhUd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 33.32 21.00 2.03 2.03 0.75 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+11.60S-450W+1.60H 1 33.88 21,00 2.33 2.33 1.89 1.00 19.12 Vu < Phivd2 Not Reqd 0.00 0.00 +1.20D+f.60S-t0.50W+f.60H 1 34.45 21.00 2.64 2.64 3.21 1.00 19.12 Vu <PhW2 Not Reqd 0.00 0.00 +f.20D+f.60S+0.50W+1.60H 1 35.01 211.00 2.95 2.95 4.70 1.00 19.12 Vu <PhiVcJ2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 35.58 21.00 2.05 2.05 6.22 f.00 19.12 Vu<PhiVd2 Not Reqd 0.00 0-00 Zq McClendon Engineering, Inc. Project Title: TA HcM4 'FL7ZOA E 1412 W, Idaho Sheet, Suite 240 Engineer: MC Boise, Idaho 83792 Project ID: JpZ_6. 23 (208) 342-2919 Project Descr. McClendon Engineering Inc Beam on Elastic Foundation File= M. McEProjecrsolleProoctW074.18BuckleyStoraget3uikiings1c soofng.e6 Scterare copyright ENERCAI.e. INC. 1983-2719, 6uad:10.19.1.30 , 0.,0 DESCRIPTION: Grade Seam -Detailed Shear Information Span Distance V Vu (k) Mu d'VulMu Phi"Vc Comment Phi'Vs Spacing [n) Load Combination Number (ft) (in) Actual Design (k -ft) (k) 1k) R4d Suggest + . 0D+1.60S+0.50W+1.60H 1 36.14 21.00 -0.44 0.44 6.59 1.00 1912 Vu < PhiVo/2 Not Reqd 0.00 4.00 +1.200+1.60S+0.56W+1.60H 1 36.71 21.00 -2.75 2.75 5.55 1.00 19.12 Vu < PhiVcJ2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.6MH 1 37.27 21.00 -2.46 2.46 4.00 1.00 19.12 Vu < PhiVcJ2 Not Reqd 0-90 0.00 +1.200+1.60S+0.50W+1.60H 1 37.84 21.00 -2.18 2.18 2.61 1.00 19.12 Vu < PhfW2 Not Reqd a.aa 0.00 +1,20D+1.60S+0.50W+1.60H 1 38.40 21.00 -1.91 1.91 1.38 1.00 19.12 Vu < PhiVcJ2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 38.96 21.00 -1.65 1,65 0.30 1.00 19.12 Vu < PhiVcJ2 Not Reqd 0.00 0.00 +1.20D+f,60S40.50W+1.60H 1 39,53 21.00 -1.39 1.39 0.63 1.00 19.12 Vu <PhiVe/2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.60W+i.60H 1 40.09 21.00 -1.15 115 1.41 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+4.50W+1.60H 1 40.86 21.00 -0.91 0.91 2.06 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 41.22 21.00 -0.68 0.68 2.57 1.00 19.12 Vu < PNVO Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 41.79 21.00 -0.46 0.46 2.96 1.00 19.12 Vu < PhiVcJ2 Not Reqd 0,00 0.00 +1.20D+1.60S+0.50W+1.60H 1 42.35 21.00 -0.24 0.24 3,21 1.00 19.12 W < PhiVcJ2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 42.92 21.00 -0.03 0.03 3.35 0.22 18.21 Vu < Ph11d2 Not Reqd 0.00 0.00 +1200+1.60S+0.50W+1A0H 1 43.48 21.00 0.17 0.17 3.37 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0-00 +120D+1.60S- 000W+1.6011 1 44.05 21.00 0.38 0.38 3.27 1.00 19.12 Vu < PhiVU2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 44,61 21.00 0.58 0.58 3.06 1.00 19.12 Vu < PhiVc /2 Not Reqd 0.00 0.00 +120D+1.60S+0.50W+1.6011 1 45.18 21.00 0.77 0.77 2.73 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 45.74 21,00 0.87 0.97 2.30 1-00 19-12 Vu <PhUc12 Not Reqd 0.00 0.00 +1.20D+1.608+0.50W+1.60H 1 46.31 21.00 1.16 1.16 1.75 1.00 19.12 Vu <PhiVcJ2 Not Reqd 0.00 0.00 +1,20D+1.60S+0.50W+1.60H 1 46.87 21.00 1.36 1.36 1.09 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 47.44 21.00 1.30 1.30 0.34 1.00 19.12 Vu <PhiVrJ2 Not Reqd 0.00 0.00 Mc3� Project: qia itmvo� !7t�aA No: IOZ'K- 23 Page: McClendon Scope: ST72�er IiESfC-�►�1 Date: Checked by: Engineering Inc Item: By: PLO.M R.83 7s7D41- Aae-a D = )75Z)# 6-50 F75F ?2ov loc : �'-o'' sQ x 1z, " ppp� Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK MC f Project: I AW DMA- IC -4-A^ No: f QZ8, ZZPage: McClendon Scope: —45rT�cr-AAC--r0 Date: -5-/Z^3 Checker! by: Engineering Inc Item: By: �vj,, /-ATULA-L- AT,) Pray s 1,5 - o .l I "a w l r, 3O 4r M 01 45 �NRPo��Tt C 4.) CES, 9k� LI? = 1 q,7p.5F-( - 4 —(-o, rg) 12 2 psF Y�1 Ax rats r /40-11 F6F 06, z) _ 15 p�F rI w - Av, 7 -p -.F G'1?-) I par- i hJT- FO.Pc'-s 1 _ -.. 6122/23, 3:46 AM U.S. Seismic Design Maps 3 T Tahoma Terra Yelm, WA, USA Latitude, Longitude: 46.94200431, -122.6059582 1 st Street Nail 8 • S��G Ma and Pa's Family Diner Yelm-Tenina Trail 510 �Tahoma Valle Golf Course Go, gle I OSH PD Date Design Code Reference Document Risk Category Site Class The Shiplap Shop / 507 I& Coffee House �f �, South Puget ate`' Su and Habitat for... 6122/2023, 3:47:15 AM ASCE7-16 11 D - Default (See Section 11.4.3) Type Value Description Ss 1.288 MCER ground motion. (for 0.2 second period) $1 0.465 MCER ground motion. (for 1.0s period) SMS 1.545 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.03 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.509 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.611 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SsRT 1.288 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.418 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.465 Probabilistic risk -targeted ground motion. (1,0 second) S1UH 0.522 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. SID 0.625 Factored deterministic acceleration value. (1.0 second) PGAd 0.509 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.552 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Map data 02023 https://www.seismicmaps.org 113 6/22/23, 3:46 AM Type Value CRS 0.908 CR1 0.891 CV 1.358 https://www.seismicmaps.org U.S. Seismic Design Maps Description Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient 33 213 Mc McClendon Engineering Inc Project: I H-cmPt f ca -a A No: b Page: -3 q Scope:5MA&O-T- Date: 2 Checked by: Item: By: trin 1 —IRT�Lk'� �PrLYSIII?S —�JL-'tSMcC. L Cs �- 1,03 �►,0) X - t3r�ccx� srz=� Rus =1?sp u C f 0. 181f tos - = I WALE -roT . - 1170 I -F V (o. i s y),, 70PLF j�aoF o ID p6r 10T) = 1870 ?1-F 7p6 OY /ZV O - 1029' PLF 31 7'-Y �c �= sB PLF 1:03 M� 35 n r' 3� Project: 111 LYr Na. 1 db I Z. Page: McClendon Scope: r�r_ �Lf �-t pate:�,7/ �-�-- Checked by: Engineering Inc Item:�_� gy 4 Tz = 3Z7PL-F �o' f _ ?7 Z-70 # W ' O' 81,067 C W, C� f-3L0C- K) L. m :A DE, Project.-All 4 VII A- MNo:-4a�-76: Z3 Page,• 3 5 Scope-,�Va,DateMcClendon Checked by: Engineering Inc Item: FUi 1- Sim ems 4 Zt a7 - �sr- (A,4x� E�GJ..�ir pMrL( eyul Lvr -; 778 ;OLS Z. cc q psr- sFfL L Gr = Z�� 31� SY I /12) Zo # 4 Cz� 570 /Of -16 ca2w:- AuWa7 C Project, ._.Z! No:-/-O-u.F 33 Pager McClendon lC OII'f Seape: Date: _.J 1�.5__ Checked try: Engineering Inc Item;_ By.. i'1? L.t-4i'��1._. ��� 0 4 tJ •- � � l -t /Za�j nl� t 1 f . Fy - SY I/- z �, ,ass A F AA /510 1L. FT - 1,6 k•,„ 5I r - LJ 75p� F MtirG = f7s pcF 0....... �-7So IL Iwo (0,7 .9-Y 7�C L5YYO,vv U,?sem G Nl�sxn `1 " 4KO Tib K" Fr2c A A 4 �. r C'. fS bv-s ccl ro &1,1w Lw4t- L +�' Ly = ? 0 r tnJ R3Acc- p -Tsrl� r Seo# tl� 77H LJ- ��/C?1e0,6�LSOiss"��O•0Cr" ALJ � r I me DE Project:—TA_� �'�' .. --� 1 i4 N. Page: "I 0 McClendon scope.-,- �` T -��f C�1� _ Date. Checked by: Engineering Inc Item: _ By._ PooF 7.fa-r Srni-fir L 5 L ! Z97toc,� (Za'\\� to 00 GrY (cs t � Ftp 1 Vz ' 7ecF�io)- Il.S k �` (IS I33rtr}c s �Z 4 �f5i �+TP �, I -Tsrl� r Seo# tl� 77H LJ- ��/C?1e0,6�LSOiss"��O•0Cr" ALJ � r I c Project. DE ,� �_ 3 Page j McClendon Scope:. Date-, -- Z _ Checked by: Engineering Inc Item:—_ By*- y} 3 � ly, Df GZ T-7 arJ 9 7 W X15, 7Z8 'TIC = 7 7 So') TIG:. = u-7 �q OIL SCR 6W s Iratp-w, C64t) M((� Peojed- 1 ;�HOV A- �L� A— No._/OZe. Z-72— Page:__ McClendon Scope: , OT �L��E7� Date:�/� � Checked by: Engineering Inc Item:-_— _— By1�YL—�— Gc� Cm J cJ /'mac ,mac 2 8" Gv►J 'Flo q sur e t„/p t psF 0 F CAI v eJ l Fp - (?,G� SpSwl�/p 0,41 So. 5 psr- /1"I Zr. � psi zr,sPs.= L Ze) Z. [° MAS p Crus V �.,xa�.c. �p, �� = Z4 8,0-5}` ZR, t pi -F I Projeci: ala:_ .�i��,�? Page:__,_�.L McClendon Scope:�ix T-- LL l67, -J Date: Z Checked by: EngFneering Inc Item: i zo` " 0 evA ys e,c. 10 ' T yry 7! + Z1, ps � lca"/EzxB.,007, 397#' !d -o" 0• c , i 5:, x..� Srai) - T;,v:- C" S. .= .Boo a �Z Sc4 ,!z .. . ..... x Z fi x �4 W Aw. j.m ^ (ky Z , rye, �rEn] e. r •: ^ (ky Z , rye, �rEn] I I I ------------ I I I I __J ! ! I 1 { I I I I I ! ! I y A I I ! I I 1 I I ! I ! I f I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 ?` I I 1 I I I I x I I ! I I X I I I I ! x ! ♦ X HADN —� I 4A LIH DE M Project:M No: )0 VC 2-SPage: Lq.�7 McClendon $cope: STn-'f'�f�la pate: 3 Checked by: Engineering Inc item: By: A C'121D Q Cw,Ci� w��g = zrsP�F (7-0'1 t 175' COS 44,70 'Z q ?5' IDS X - f3 c ly PC 2 RoLD Dower [(Z Y 75�7-5 -r: 7 (a # L spa DE ML Project: 14 "M14 T-P-(ZA No: )QZS • Z3 Page: McClendon Scope: tFMWOT IGN bate: Z3 Checked by: Engineering Inc Item: By: Yy1 AX ZZ, 5/7- = 2&, Z51 4T- /61 7 2�e 7-5MA9 = 21 ?0# CM 2&W TY P� 2 Mc -r Project: IftOIA as No: 82M Z3 Page: McClendon Scope: SM(kCT 6�fG-►nS pate: Checked by: Engineering Inc Item: By: Ob -'n I r DE x i6 GA S�pp T"mAX - ucxo TYpE I � �'' x 1l� C-►�t s•rr�� w� • � '' W � pE x 1� Cafe ' ST?2� P (o, org>)(0.G)(S-D gst) #' 12 Sc.�Gws x CZ�x S 570#/�. IGS GA STY-" w 280 Connectors for Cold -Formed Steel Construction SiMPSON Coiled StrapsSpll`I'1 CMSTC provides countersunk fastener slots that provide a lower screw head profile. CS, CMST and CMSTC are continuous utility straps which can be cut to length on the job site, Packaged in lightweight cartons (about 40 Ib.), Finish: Galvanized. Some products available in ZMAX" coating; see Corrosion Information, pp. 18-21, Installation: • Use alt specified fasteners; see General Notes. • Refer to the applicable code for minimum edge and end distances. • The table shows the maximum allowable loads and the screws required to obtain them. See footnote #1, Fewer screws may be used; reduce the allowable load by the code lateral load for each fastener subtracted from each end. Codes: See p. 11 for Cade Reference Key Chart 76 CS16 Hale Pattern (a# other CS straps similar} wssu urccE r� n Zi CMST14 Hole Pattern (CMS T12 Similar) tersrtra �bouraE '*' r n c a --- CMSTCI6 Hole Pattern Gauge stamped on pari for easy identification. Fasteners to be symmetrically placed Screws not required in clear span Provide min#mum 3x screw diameter end distance per code for CS and CMST Typical CS Installation as a Floor -to -Floor Tie Made[ No. Total Length Connector Material Thickness mil (ga.) Width (in.) Fasteners" (Total) Allowable Tension Load (lb.) Code Ref. Rafter/Stud/Joist Thickness 33mi1 20 a ( g ') 43 mill(18 ga.) 54 frill (16 ga.) 33 mil (20 ga.) 43 tWI {18 ga.} 54 mit (18 ga.) CMST121 40'-3" R7 (12) 3 (104) #10 (70) #10 (40) #t0 9,080 CMST 42 52'-6" 6a t14) 3 (7; j 010 {60) #10 (2%.410 6,365 CMSTC CS14 54' 54 (46l 3 (A 110 P6) 910 (30) #10 4,fi00 100' 68 (114)f 135 (2%Al0 08)#10 (12)#10 2,305 CSf6 150' S4 (16) 1 %a (18) #10 (12} #10 (8) #10 1,550 IPI, L2, FL cS1aS 100' 43 (18) 11h (14) #10 (10) #10 (6) #10 1,235 CS18 200' 1 K (14) #10 (10) #10 { 910 1,235 CS20 250' 33 (20) 1'/4 (12) #10 (8) #10 A010 945 C522 300' 27 (22} 1 % (10) #10 (6) #10 (6) #TO 775 These products are available with additional corrosion protection. Additional products on this page may also be availabfe with this epVon. Check with Simpson Strong -Tie for details. 1. Use half of the fasteners in each member being connected to achieve the fisted loads. 2. For CMST straps: End Length ¢nches) = Va total fasteners x 2/r' + 1' when all holes Wed. Double lenglh if only round holes filled. 3. For CMSTCI6 straps: End Length (inches) = yr total fasteners x i4' + t' when all holes filled. Double length if only round holes filled. 4. For CS straps: End Length (inches) = ii total fasteners + 1'. 5. Total Cut Length = End Length + Clear Span + End Length. No, of Screws Used B. Calculate the connector value for a reduced number of screws as follows: Allowable Load = x Table Load Example: CMSTC16 on 54 and with 24 su24 Screws (tJsed) ews: x 4,600 Ib. = 3,680 ib. No. of Screws in Table 30 Screws (Table) 7. Loads are based on lesser of steel strap capacity and AISI 5100 fastener calculation. 8. See pp. 138 through 171 for more information on Simpson Strong -Tie fasteners. U Z Z a Z O U LL Z 0 IrN Z O d g 0 N Project — A OrKO EZ4A No: 1048, Q page: L r McClendon cope:_ pate, �/2� Checked by: Engineering Inc Item: By:— K1tt_tJT.- -OF- C�c-F'3-c- N T l0' o" * [E kr �_..=LP fir �__.. # �5��� i o _ Tey (c G,c' q )e -7 F� se f_ r�- _-..�..�.....,._....w.w�� X Q .h-- tD 1f7 tD (D (D t17 0 r c M d M O> h r A h N N N ri o 0 0 c� "o IL? ll 0. Iq o � 41 1p a f .�21 . , C to lx� l o bl4l OlI 1I I�cl N �IN�NI cl1 d ofC 1 7I al �I IT 1f �I7 V��I� 7IVI PIN�NIN 'No + N N N N N E N N N N N N N nicD ��r�N�N�Iq mlll�NINI II NO Iq Nl1 ��N NCIJ �ti W LO Icn�c�I�Il b rnM�l hm U �tf 1011711 ui ui O Lq an rl l lm 't LO ED r- I 0 ; Ci 47 (D oo Iml'tLo(Dco 0l�co't� cov1.0rl o ca o cry rh LO 1n ch Ln (p u7 0-C h CD m cu W I� U) m h p m fA f� U) P7 m h 0 o" D3 m h W U i m h T T Ou o0 a CJ � o C) b Q U C0 O b 0 CU 0 O c= o LO D N mm LO a h w N (D CL a co U d w m (D U G O O a C o f~ 0 41 o n C7 N m h m 'w E w m CO N D u7 co r� o OI O a o o 0 m � o c (!1 0 0 0 � L ui Q � p yr C O N a O O z m 0 N - (n > LoO O Q `S x (n LL Li X Q .h-- tD 1f7 tD (D (D t17 0 r c M d M O> h r A h N N N ri o 0 0 c� "o IL? ll 0. Iq o � 41 1p a f .�21 . , C to lx� l o bl4l OlI 1I I�cl N �IN�NI cl1 d ofC 1 7I al �I IT 1f �I7 V��I� 7IVI PIN�NIN 'No + N N N N N E N N N N N N N nicD ��r�N�N�Iq mlll�NINI II NO Iq Nl1 ��N NCIJ �ti W LO Icn�c�I�Il b rnM�l hm U �tf 1011711 ui ui O Lq an rl l lm 't LO ED r- I 0 ; Ci 47 (D oo Iml'tLo(Dco 0l�co't� cov1.0rl N b 7 C7 N co Lo to c: Z O b O C, Q 47 1i7 117 y7 O O ., U7 Ui Iq C (7 f'7 (`) (h C7 t. C7 CM a X x X x x x x x% x X X X uP P P O C7 0 0 0 0 O b o Q Q O a tD (D (D cD to (o to (D <D 1D (o t -- U) Q O N M N W E 4 Q U] fy C Q 7 QS 50 o ca o cry rh d 1n ch o (p u7 0-C h O m cu W I� Om m h p m fA f� 0 P7 m h W o" D3 m h W W 'o m h a0 cD o0 CJ b b C) b o g O b 0 ID 0 0 0 0 o mm o w N (D LO co ID d w m (D o ao a C o f~ 0 41 o n C7 N m h m ro w m 711 P N D u7 co r� o OI O In t'3 o 0 0 0 0 0 0 ul L Q W 0)D� cm h m (D h u1 a/ m h co 6l N ro 6) Iia M Q] h co Yr ,6+ In o f� ID r� O c� <A ll� [i c" 0 O 11,6-(p w N co n V N . n 7� N M It 117 N c� C7 1 IL O 4y N IV th d to Is'Y 6) O I() 177 Q1 O -0 07 r_'+ u7 Q C U .y O O h o O m o O O II7 d h b m o- P In o o h O p O] O p O Iia O O h O m o C, d r Z L O O O o d O O O O 0 ~ Z a] M Q ch N U V 7 N D V C7 N D V( N d O d 12! d u7 Ii) 1.'7 In O O O O 47 kq In u7 ioM m M P7 co M M m I v 7 N N N N ?( C X X X X X X X X X X X X x X X X d d O b o p Q O O O O O d d d o (D (D (D (D to ID (D EQ (D (D ID tD h r, h N b 7 C7 N co Lo to c: Z O b O C, Q 47 1i7 117 y7 O O ., U7 Ui Iq C (7 f'7 (`) (h C7 t. C7 CM a X x X x x x x x% x X X X uP P P O C7 0 0 0 0 O b o Q Q O a tD (D (D cD to (o to (D <D 1D (o t -- U) Q O N M N W E 4 Q U] fy C Q 7 QS 50 Mc McClendc Engineering Ir THIS PAGE INTENTIONA]