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Structural Calculations - Building KMc McClendon Engineering Inc TAHOMA TERRA BUILDING K STORAGE Yelm, Washington FINAL STRUCTURAL CALCULATIONS June 30, 2023 Prepared for: Keimig Associates 307 D Street SE Auburn, Washington 98002 Prepared by: 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 K STORAGE YELM WASHINGTON 1028.23 Page Number .............................. Z .............................. .............................. .............................. .............................. ...................... �__ 3 RoofFraming............................................................... 7 Roof Panel Purlins I LintelDesign.............................................................. r WallDesign............................................................... 17 Foundation Design.......................................................... Zo Wall Footings LATERAL DESIGN: Lateral Analysis ....... ..................................................... Z_9 Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis ................................................... 3 3 Shear Wall Design............................................................ 113—SI X -Braced Walls DMC McClendon Engineering Inc GRAVITY DESIGN LOADS: Root' Dead Loads Roofing: - Decking: 2 psf Framing: 2 psf Insulation: 2 psf Ceiling: - M & E Collateral: 3 psf Miscellaneous: I psf E Roof DL: 10 psf Roof Live Loads Snow Load: 25 psf Roof LL: 20 psf Floor Dead Loads Flooring: SOG Insulation: M & E Collateral: Miscellaneous: E Floor DL: 41 Floor Live Loads Occupancy/Usc: 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 K STORAGE YELM WASHINGTON 1028.23 R: 4 Q: 2 p:—I SDs: 1.03 SDI: - MSFRS: X Braced CFS Walls Mc McClendon Engineering Inc MATERIALS: Steel Shapes Fy= 50 ksi Plates/Angles/Channel: Fy 36 ksi Hollow Structural Shapes: Fy =_42 ksi Pipe: Fy = - Bolts: A325 Anchor Bolts: A307 REFERENCES: Soils Bearing Pressure = 1500 psf Source of Information: assumed Frost Depth = 18" DEFERRED SUBMITTALS: Steel: Steel member layout ER Joist/Joist Girders Layout ❑ Metal deck layout FA Wood: Engineered Truss Layout ❑ Cold Formed Steel: Steel member layout SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction ER Concrete Construction ❑ Masonry- Level 1 Masonry- Level 2 Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases R5 Seismic Resistance ❑ Other: ❑ Wood Sawn Lumber: - G1uLam: - Eng, Product: - Light Gauge Steel Fy: 55 ksi Codes Used 2018 IBC TAHOMA TERRA BUILDING K STORAGE YELM WASHINGTON Concrete f c = 2500 psi fy = 60 ksi Masonry G = 1500 psi fy = 60 ksi Software Used USGS Enercale Concrete: Mix Design Reinforcement Layout Masonry: Mix Design Pq Reinforcement Layout Other: ❑ 1028.23 Mc McClendon Engineering Inc PROJECT DESCRIPTION: TAHOMA TERRA BUILDING K 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. Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLA 0 1 c 0 0 0 0 0 0 M 0 G) S 8 0 0 0 0 0 0 U Gm0 0 O 0 0 0 0 0 li tj J j 41 d J m z Q J 0 z �o Lm LL' 0 L as R18ON DE M'�" Project:1+0M14 �C McClendon Scope: ( Engineering Inc Item: No: 10?- . 7-3 Date: 2 By: 5 Page: f Checked by: /)*\*�&Medallion-Lok MCELRO 16" METAL f 134- �.........-- ......_. 15" COVERAGE aillihog1=1 TOP IN COMPRESSION BOTTOM iN COMPRESS101% GAUGE FY WEIGHT Va po---a I Paint Ix Se Ma Ix Se Ma (KSI) (PSF) kiplft. Ibs1ft. Ibsfft. (in-`Ift.) ft-} kip-inlft. (In.'!fl.) (in.3/ft.I kip-in-fft. 24 1 5o.01 1.30 0.7800 1 218.40_1 351.60 1 0.08130 1 0.0561 1 1.6800 1 0.0400 1 0.0479 1-2480 1. Section properties are calculated in accordance with the 2004 AISt North American Specification for the Design of Cold -Formed Steel Structural Members 2. Va is the allowabre shear. 3. Pa is the allowable load for web pipping on end & interior supports. 4. Ix is for deflection determinalioa 5. Se is for ben6ng- 6. Ma is the allwinble bending moment. 7. A11 values are for one toot of panel vddth_ 9 Allowable Uniform Loads (PSF) Span Type load Type 1.00 1.50 2.00 2.50 .3 00 3.50 S 4.00 ani 4.50 S.1S17 et $ 30 8 n0 g yr0 700 7 5fl 500 950 Pasilive Wind 500 497 280 179 124 91 70 55 44 37 31 26 22 19 17 15 Single Live 504 497 260 179 124 91 70 55 44 37 31 26 22 19 17 is ❑enact (L1180) 500 500 500 481 278 175 117 82 60 45 34 27 21 17 t4 12 Deflection (L72d0) 500 600 5130 360 208 131 88 61 45 33 26 20 16 13 11 9 Aositive Wind 500 337 197 128 90 Be- 51 40 32 27 22 19 t6 14 12 it 2 Span Live 500 337 197 128 90 fib 51 40 32 27 22 19 16 14 12 11 Deflection (1-7180) 500 500 50D 500 1 491 309 207 145 106 79 61 48 38 31 25 21 Deflection (U240) 590 500 500 500 368 232 155 109 79 59 46 36 29 23 t9 16 Aosltive Wind 500 407 241 158 111 82 63 50 41 34 2B 24 21 18 16 14 3 span Liv. l3eReuinn(Li180) 5130 5171D56D 407 241 Soo 158 5.00 1 i 1 384 fit 242 e3 162 nQ t14 41 83 34 62 2$ qct 24 37 71 an 18 24 20 I?'F12 F,i lion (1-/240) Soo 5C0 500 495 288 181 121 85 fit 46 36 26 22 18 15 Positive Wnd Soo 385 227 148 104 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 DeBeUion(Ull 1 500 500 500 SW 408 251 1 172 1 121 88 66 51 40 32 26 21 17 Deflection(L1240) 500 500 50D 500 306 192 1 129 1 90 65 49 1 38 30 24 19 16 1 13 ASTM E1592 Wnd Llp)ift Testing 69,5 61.1 1 52.9 49.1 1 45.2 1 41.3 1 37.7 33 8 30.1 NO Til DATA AVA) ABLE Notes: 1- Allowable uniform loads are based upen equa€ span lengths. 2. Positive Nknd is wind pressure and is NOT increased by 33 113 %. 3. Live is the allowable live or snow load_ 4, Deflection (0180) fs the allowable load that limits the panel's deflection to U180 while cinder positive or live load, 5. Deflection (0240) is the allowable load that lirnils the panel's deflection to V24C while under positive or five load. 6- The weight of the panel hasNOT been deducted from the allowable loads. 7. Positive vend and Live bad values are limited to combined shear & bending using Eq. C3.3.1-1 of the AISI Specification. 8. Values or ASTM E1592 Wind Uplift Testing include a factor of safety of 1.67, Shaded areas are outside of test range. Contact McElroy Metal for mere 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 Ioadactually supported by the top flanges of the section. 11. 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X mlI r M tea r `T r° � r r c4 X X X �{ X X x (V X h X x X c'i M til Ci J k O P 4 P O O o o P P o o p p rj O m m m� 4 W m W W m W pi pj rn� d E I r1� r r N N ��J;]!A�7cn NX L�2v x Ill rn Project: p No: b2 2 -25 Pager McClendon Scope:LA-M JDI31Ga Date: checked by: Engineering Inc Item: By: �u12LlN 1 12T q 17 rb i -17. o' x �2)3�(q8)(zqo ks))(7, 74) 000) Mc 2 Project: 46MA No: 1D ,23 Page: McClendon Scope: 5T&v-4-'c 'DG51(2r"s _. Date: Checked by: Engineering Inc Item: By: �ZcoF PEAM ` F>1 (0> I)Sir tSQT) ps par 175D P.. nK(D -15PA14. e. V►grr ,1 ac x Z'I X/6 (A #160 pr lip 1 �C .v�t7 , IDw5�Q7' s/z� F� , Lb Mc _ �-3 Project:. AM -0 �t No: 112�j,2 Page: McClendon Scope: srn��TIE�ri Date: Z3 Checked by: Engineering Inc Item: By: 51�5___��� �DF flv►�- � +V C� =. Co 1 zS_ • Ib . L I � 0) O O N L. 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(D Ln M O co cn p (1-: h a4o oMo W m m ro SI- 10 m m aa0o N CD G 0 0 0 0 4 0 0 t7 O Q 0 0 0 0 0 V C C O Q O U C E Lo @ N4 Zfl lfS CT] O (O lm M N (D UY M r (O m w Q N NC aN0 V O1 co NW On7 CI' m Q N m Q o O w O 4 O O C i O CA a_ t T3 c L ca n co <n n m cc o0 h oo (n f+ u-1 n to N Q1 .jy. Y. C,� O� ra N h > cm CO M E cn E m .0y ; � n ch o (- c? cD n. o rn C 4� M M N Q O :" Q N n It V CO M V LO N M Nr 'V N M V' U -1a o O (n O (/j Y .� N G) C c!] O Lm h m lm O a) N) 0 n Lj m 4 cn O h 0 1m M cm O In Ln Q n m -1 Q 4 0 0 1µ o 0 o r o 0 (0 0 0 0 n 0 m 0 4 = R tp 41 II Z � .� L p 0 0 0 0 0 0 0 0 G O 0 0 0 0 7 0 d LL LL Q ~ co z 41 CD 4 (D a m N (D M N cp V M N U' _m Q o 0 0 0 0 0 0 (m (n (m Lm 4 0 0 0 97 M M Co C) 7 � V Iq N N N N Mm m Co X C X X X X X X K X K X K K X X X K ❑ " o O O O O O o In o O O O O O 6 4 n h h h h h M1 M1 W m c6 m cc em pj pj E CD 7 M N cD a M N 'U N LO V M N rjUvc7c�vuis0to0L) c C) L.)Q i 4 O M 0 4 M M 0 M 0 v 4 *t 0 0 sf U7 N to UJ N L7 N 0 cm 0 co 0 ^'� 0 m X U o x X O O x O x O K L7 x O K o K 4 X O x O X O K O X O X O x ) h M1 n h I-- h M1 M1 m m c0 co co x} [O O O N L. N N E Q7 CL a) U) c a N NQl lL 'q Md T� C, Project: � �YAA` 1 ��.. No: IO ZTI-3 Pager J McClendon Scape: ucl— N Date: Checked by: Engineering Inc Item: By:_— 5f'r1..._ Iry i �2 L I (NON - e, 6s, PL.4- P I I Fr Ib - CL A( f wt9C I Z Y- Ira r4 qy8 f6 �fl Ir•1 x 1z it Gtr F L!x I l� N O c0 m LV O W [p r(m C N rn V m N � v n n n h m0 n co m n rn m� u> rn� rn v rn v m rn o, mA rn mn mn rn p Q O U O O O i F r 1 � C m N m Y} m O. O O Q O o y� m? O i] Q O C] 4 Cx m7 0 a '` C M O cq m W Q �y �G CD h M r t0f3 iq 0 h N N t. 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M n m C s¢ m y .c cn m f mY,1 (T O IiD co N h W sstt m .-- u7 o to o) w C P sa N mp 5 n J mn m oK Lq uC n m c0 Y N N N m r N N m N N m m N N m C N Z b v C3. � Vi Cn C mp y YO !h Vl mU 67 n Lr)L7 A O u u7 ms O LO 10O O mC� u] O 'p mL7 n I- C tt] h m o '0 n m 0 h m P cc) h mb O !L Q C e QJ II II Y_ `� c3 0 6 0 0 (nO p O d 0 O o m] o r g O o t7 P O 43 Z fn x {n LCL LCL O 41 lu ta V M N O m N <O 7 m N mA C m N O m O N P N O N O N U] N U� N [Y] N to N to N" Lt Lq N rA N rxJ N �iD N ILD N mf7 N X c X x x X X x x x x x X X X X X x 0 0 4 P 0 6 0 O O C1 0 E � Y Q 'C C C d' �f r+] rij rtj r17 mG mD mL� C0 E V' '7 M O¢ m N L7 v m lV W d m N a Z U U U _N a a o o r1D mn mn In syn rn �n cn mrD eD us :n X zNx X x X X I% x x N X S X x .0 O d 4 O o O d O o P q 0 0 0 0 [:DE Projec#:►-�-o;vl '[I:;YL{� No: Page: Scvpe:,,,�..u�- Date.: Checked b McClendon v- Engineering Inc Ifem: F ►SFS � I r I �Lc1Q 1�4i 12 7' r s. JAA Z5. 0 PIP C'J L ka t c I~Nfl = Z d 'Z` `� - F S `, C} Ia SI= ps 7n y c Fs sT*z,, Project:LliDl'1!l�'_ pager.___ McClendon Scape: Jfi2 C--�L�IC�I� Date: _ , �� Checked by: Engineering Inc Item: _ ct „3 ` T' L �W, T3 t L.1 r.J ,,.}� - 1 ���o,Sf � t/' � - �0��r � h1r�rJ• Y3 2 r� i Project; v p4 fi-ovn'o:- - Z Page:. y McClendon Scope: � :r - tG-�� Date: 23 Checked by. Engineering inc Ifem: BY- l ��t7 t!i+i'llr.-C. � S'i-t�� �-•-�- � O „G�'f.. L � � 1 Y1 -F;LCA I� {S. i ���� ��_ . �/C. �C ZIP.. � �l� rt/�# C�•'�� �: � � � �„ ��C, g r D. lco�� f 0, 57 ' im I I I Zo V$ NINON --(D Z11 Q I I � j I -_J r I I I 1 I I I I I I I I I I I I I I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I I aa3 I I 1 I I 1 I I I 1 I I I 1 I I 1 I I I I I I j f I I I I 1 � I I I I I I I I I I I I I I 1 I 1 L-----1 � I I I I I j 3 I I I I I I I 1 I I V$ NINON --(D Z11 DE Project: No: J GZL- 9 Page; McClendon Scope- 6rpj c:r ntzl6la ...^ � ._ bate; 2 Checked by: Engineering Inc Item: By: s L Gt.-) } F tZ� f ' IF 4 z ZZ E MC Project.,.-I'A Hom No� Page: 23 MC - 13 McClendon Scope: Date: Z3 Checked by: Engineering Inc Item- By: CL,4-j � Orz7s L C., _> ALL S -Ort, Z OpS F L b C. Lei i L Z.) 3 7esr D ROO.-!> LA U C 0,)C.: r1 1-jI ��b 77,j P4 . O&MpE Project: _TA'*Qv4A, N:: McClendon sr-'Pe:� er OES(6*"z Die: z Checked by: Engineering Inc item: By, C. rpt 0 F_ 7576 4- t, N 4 .............. .0 :57Z 3 7 Ila t5f� "tie, McClendon Engineering, Inc. m�8 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 McC1 ndoin (208) 342-2919 Engineering Irie Beam on Elastic Foundation CODE REFEREMOFS Project Title: r ft Or- Engineer: Project ID: OZInt$ Project Descr: File = WNcE Calculations per ACI 318-1el-, IBC 2015, Load Combinations Used: ASCE 7-% Material Properties fc 112= 2.80 ksi Phi Values Flexure: 0-00 fr= fc ! 7.50 - 375.0 psi Shear: 0.750 W Density = 145.0 pct 01 = 0.860 X Lt Wt Factor = 1.0 Elastic Modulus = 3,122.Oksi Soil Subgrade Modulus - 250.0 psi 1(inch deflection) Load Combination ASCE 7-10 fy • Main Rebar = 60,0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resfsling Legs Per Stirrup 1.0 Beam is su000rted on an elastic fo ride 'oti D(f D(3.361,"S(0.567) D(3.36%s.(0.56?) to wiey Buld:t0, DO.68)S(0.284) Cross Section & Rett)€nrcittg DeWs Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing-. 245 at 3.0 in from Bottom, from 0.0 to 48.0 ft in this span ,applied Leads 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 ->> 12,667 ft, Tributary Width =1.0 R Uniform Load : D = 3.361, S = 0.5670 Vft, Extent = 23.333 ->> 24.667 ft, Tributary Width =1.0 R Uniform Load: D = 3.361, S = 0.5670 k(R, Extent = 35.333 ->> 36.667 It Tributary Width =1.0 ft Uniform Load: D =1.680, S = 0.2840 klft, Extent = 47.333 » 48.0 fl, Tributary Width =1.0 ft DES[ON SUMMARY � s Section used for this span Mu : Applied MnPhi: Allowable Load Combination Location of maximum on span Span # where maximum occurs Typioal Section -3.369 k -ft 6.335 k -ft +1.20D-t0.50L+1.6OS+1.60H 4.518 R Span # 1 Max Downward L+Lf+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Ma)dmdm Solt Pressure = 0.468 ks€ at 24.00 ft LdCornb: +D+S+H Aitowable Soil Pressure = 1.50 ksf OK - -I'---- -.-- . 8'heot Stirrup itegrliretriertts Entire Beam Span Length: Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in NUximurn Forces & 811te1l"s lot Load t t'3mbirwCons L030 LAniainauun Location (f) bending Stress Results (k -ft) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Rai; MAxmum Bending Envelope Span # 11 1 47.435 •0.34 6.33 0.05 0.000 in 0.0417 in 0.0111 in 0.000 in 75 7( McClendon Engineering, Inc. MCE 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 1208)342-29i9 McClendon Engineerlr}g the BeAm on Elastic Foundation DESCRIPTION: Grade Beam Project Title: the p or T�.-)eaA Engineer: Project ID: f Cg -115', T'5 Project Descr. Protect MI INC. Load Combination Location (ft) Bending Stress Results (k -ft) SegmentLength Span # in Span Mu: Max Phi`Mnx Stress Ratio +1.400+1.60H Span # 1 1 47.435 -0.32 6.33 0.05 +1.200+0.50Lr+1.60L+1.60H Span # 1 1 47.435 -0 28 6.33 0.04 +1.20D+1.60L+0.50S+1.60H Span # 1 1 47.435 -0.30 6.33 0.05 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 47.435 •0-28 6.33 0.04 A 20D+1.66Lr+0.50W+1.60H Span # 1 1 47.435 -028 6.33 0.04 +1.200+0.50L+1.605+1.60H Span # 1 1 47.435 -0,34 6.33 0.05 +1.20D+f.60S+0.50W+1.60H Span 4 1 1 47435 -0-34 6.33 0.05 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 47.435 -0.28 6.33 0,04 +1,200+0.50L+0.50S+W+1,60H Span # 1 f 47.435 -0.30 633 0.85 +1.200+0.50 L+0.20 S+E+1.60 H Span # 1 1 47,435 428 633 0.04 +0.900+W+0.90H Span # 1 1 47.435 •0.21 6.33 0.03 40.gOD+E+090H Span # 1 1 47.435 -0.21 6.33 0.03 Overall Max(ntum Dklledons • Utlfa*red Loads Load Combination Span Max.'-' De0 Location fn Span Load Combination Max. Y Dell Location in Span Span 1 1 0.0f30 24.000 0.0000 0.000 Maximum Osflmtio119 for Load Combinailons - [lnfatctorad Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl LocalGn in Span +p+H 1 O.Ofii 24,000 0.0000 0.000 +D+L+H 1 0.0111 24.000 0.0000 0,000 +D+Lr+H 1 0.0111 24.000 0.0000 0.000 +D -S -H 1 0.9130 24.000 0.00c0 0,000 +D+0.750Lr+0.750L+H 1 0.0111 24,000 0.0000 0.000 +D+0.750L+0.750S+H 1 11.0125 24.000 0.00130 0-000 +9+0-60W+H 1 0.01111 24.000 0.0000 0-000 +D+0.70E+H 1 0.0111 24.000 0.0000 0.000 +Q+0.750Lr+0.750L+0.450W+H 1 0.0111 24.000 0.0000 0-0c0 +D<-0.7501-+0.750540.450W+H 1 0.0125 24,000 0.0006 0.000 +D+0.750L+0.750S+0.5250E+H 1 0.0125 24.000 0.0004 0.000 +0.604.601fi+0.60H 1 0.0067 24.000 0.0000 0.000 +0.600+0.70E+0.60H 1 0.0067 24.000 0.0000 0.000 D Only 1 0.0111 24.000 0.0000 0.000 Lr Only f 0.0000 0.000 0.0000 0.000 LOnly 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 0.0000 0.000 E Only 1 0.0000 0.000 HOW 0.000 H Only 1 0,0000 0.000 0.0000 0.000 Oetalfed Shear Infomiailrna Span Distance V Vu (k) W d'VuIMu Ptti'Ve Cemment Phi+Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -R) (k) (k) Reqd Suggest +120+108+0.50W +0.50W+1.609 1 0.00 21-00 0.10 0.10 0.00 1.00 19.12 Vu<PhVd2 NotRegd 0.00 0.00 +1200+1.60S+0.50WA60H 1 0,56 21.00 -1.10 1.10 0.34 1.00 19.12 Vu<PhVd2 NotRegd 0.00 0.00 +1.20D+1,60S+0.50W+1.60H 1 1.13 21.00 416 1.16 1.09 1.00 19.12 Vu<PhVcl2 Not Reqd 0.00 0.00 +t.200+1-60S+0.50W+1.60H 1 1.69 21,00 -0.97 0.97 1.75 1.00 19,12 Vu<PhVd2 NotRegd 0.00 0,00 +1.20D+1.60S-450W+1.60H 1 2.26 21.00 -0.77 0.77 2.30 1.00 19.12 Vu<PhiVc12 NotRegd 0.00 0.00 +1.20D+1.60S+0.50W+1-60H 1 2.82 21,00 -0.58 0.58 2.73 1.00 19.12 Vu < PhiW2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 3.39 2140 -0.38 0.38 3.06 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1,20D+1.605+0.50W+1.60H 1 3.95 21.00 -0.17 0:17 3.27 1.00 19.12 Vu<PhVrJ2 NotRegd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 4.52 21.00 0.03 0.03 3.37 0.22 18-21 Vu < PhVc12 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 5.08 21.00 0-24 0.24 135 1.00 19.12 Vu < PhVd2 Not Reqd 0.00 0.00 'ZI owMcClendon Engineering, Inc. 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 (208)342-2919 McClendon En&6n ring Inc on 01"ve Foundation DESCRIPTION: Grate beam Detailed Shear Project Title: -r0. R.6^ p< T&VAA Engineer: Project ID; 10&&Z5 Protect Descr. 18 suddey$Wrage +1200+1.608+0.50W+1.60H Span Distance V Vu (k) Mu d'VAt? Phi'Vc Comment Phi'Vs Spacing (in) Lead Combination Number (ft) (in) Actual Design (k -ft) €,84 (k) 19.12 (k) Req'd Suggest +1.200+1.60S+0.50W+1.60H 1 5.65 21.00 0.46 0.46 3.21 1.00 19.12 Vu c PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 6.21 21.00 0.68 0.68 2.96 1.00 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 c PhiVd2 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<PhVW2 NotRegd 0.00 0.00 +1-20D+1.60S+0.50W+1.60H 1 7.91 21.00 1.39 1.39 1.41 1.00 19.12 Vu c PhiVd2 Nat Reqd 0.00 0.00 +1200+1AS+0.50W+1.60H 1 8.47 21.00 1.65 1.65 0.63 1.00 19.12 Vu <Ph1VG2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 9.04 21.00 1.91 1.91 0.30 1.00 1912 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 9.60 21.00 2.18 2.18 1.38 1.00 19,12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+i.60H 1 10.16 21.00 2.46 2.46 2.61 1.00 19.12 Vu<PhiVd2 NolRegd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 10.73 21.00 2.75 2.75 4.00 1.00 19.12 Vu;PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 11,29 21.00 3.04 3.04 5.55 1.00 19.12 Vu <PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 11.86 21,0 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 12.42 21.00 -1.74 1.74 6.22 1.00 19,12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 12.99 21.00 -2.64 2.64 4.70 1,00 19.12 Vu 4 Phi1Vd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+€.60H 1 €3.55 21.00 -2.33 2.33 3.21 1.00 19.12 Vu<PhVd2 Nat Reqd 0.00 0.00 +1.200+€.60S+0.50W+1.60H 1 14.12 21,0 -2.03 2.03 1.89 1.00 19.12 Vu < PhiVd2 Nat Reqd 0.00 0.00 +1,20D+1.608+0.50W+1.60H 1 14.68 21.00 -1.72 1.72 0.75 1.00 19.12 Vu ; PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 15.25 21.00 •1.42 1.42 0.23 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 15.81 21.00 -1.12 1,12 1.03 100 19.12 Vu <PhiVd2 Not Reqd 0.00 0,00 +1.20D+1.60S+0.50W+1.60H 1 16.38 21.00 -0.81 0.81 1.86 100 19.12 Vu <PhiVd2 Not Roqd 0.00 0.00 +1.20D+1.60S-450W+1.60H 1 16,94 21.00 -0.51 0.51 2.12 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 17.51 21.00 •0.21 0.21 2.41 100 19.12 Vu<PhVd2 Not Reqd 0.00 0.00 +1,20D+1.60S+0.50W+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 +1.20D+i.60S+0,50W+1.60H 1 18.64 21.00 0.40 0.40 2.47 1.00 19.12 Vu<PhiVO Not Reqd 0.00 0.00 +1.200+1.605+0.50W+1.60H 1 19.20 21.00 0.71 0.71 2.24 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S-450W+1.60H 1 19.76 21.00 1.02 1.02 1.84 1.00 19.12 Vu <PhVc/2 Not Reqd 0.00 0.00 +1.200+11,60S+0,50W+1.60H 1 20.33 21.00 1.34 1.34 1.27 1.00 19.12 Vu<PhiVri2 Not Reqd 0.00 0.00 +120DAWS+0.50W+1.64H 1 20.89 21.00 1.65 1.65 0.51 1.00 18-12 Vu < PhiVd2 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 19.12 Vu <PbiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 22.02 21.00 210 2.30 1.54 1.00 19.12 Vu <PhiVG2 Not Reqd 0,0 0.00 +120D+1.60S+0.50W+1.60H 1 22.59 21.00 2.63 2.63 2.84 1.00 19.12 Vu <PhVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 23.15 21.00 2.96 2.96 4.32 1.00 19.12 Vu <PhiVcf2 Not Reqd 0.00 0.00 +120D+1608+0.50W+1.60H 1 2372 21.00 1.39 1.39 5.63 1.00 1912 Vu <PhiVd2 Not Reqd 040 0.00 +1.200+1.605+0.50W+1.60H 1 24.28 21.00 -1.06 1.06 5.63 1.00 19.12 Vu <PhVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0-60W+160H 1 24.85 21.DD •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 19.12 Vu <PhUd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 25.98 21.00 -1.98 1.98 1.54 €.00 19.12 Vu <PhVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0,50W+1.60H 1 26.54 21,00 ,1,65 1.65 0,42 1.00 19.12 Vu <PhiVd2 Not Reqd 00.0 0,0 +1.20D+160S+0.50W+1.6011 1 27.11 21.00 -1.34 1.34 0.51 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1200+1.608+0.50W+1.60H 1 27.67 2140 4.02 1.02 1.27 10.0 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 26.24 21.00 -0.71 0.71 €,84 1.00 19.12 Vu < PhiV62 Not Reqd 0.00 0.00 +120D+1.60S+0.50W+1.60H 1 28.80 21.00 -0.40 0.40 2.24 1.00 119.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+€.60S+0.50W+1-60H 1 29.36 21.00 -0.10 0.10 2.47 0.93 19.04 Vu ;PhiVd2 Not Reqd 6.00 0.00 +1.20D+1.60S+0.50W+1.601-1 1 29.93 21.90 0.21 0.21 2.53 1.00 19.12 Vu <PhiVel2 Not Reqd 0.00 0.00 +1.20D+i.60S+0.50W+4.60H 1 30.49 21.00 0.51 0.51 2.41 1.00 19.12 Vu ; PhiVd2 Not Reqd 0.00 0.00 +1.20D+1,60S+0,50W+1.60H 1 31.06 21.00 0-81 0.81 2.12 1.00 19.12 Vu 4PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 31.62 21.00 1.12 1.12 1,66 1.00 19.12 Vu <PhiVc12 Nat Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 32.19 2140 1.42 1.42 1.03 1.00 19.12 Vu <PhiVd2 Nat Reqd 0.00 0.00 +120D+1.60S+0.50W+1.60H 1 32.75 21.00 1.72 1-72 0.23 1.00 19.12 Vu <PhiVci2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 33.32 21.00 2.03 2.03 0.75 1.00 19.12 Vu < PhiVd2 Nat Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 33.88 21.60 2.33 2.33 1.89 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 34.45 21.00 2.64 2-64 3.21 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +i20D+1.60S+0.50W+1.60H 1 35.01 21.00 2.95 2.95 4.70 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.601-1 1 35.58 21.00 20.5 105 6.22 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 WAA McClendon Engineering, Inc. Project Tifte: AA QOM �L�� E 1412 W. Idaho Street, Suite 240 Engineer: MC Boise, Idaho 83702 Project ID: JoZ�&. Z3 (208) 342-2919 Project Descr. McClendon Engineering Inc Beam on Elastic Foundation FIe= WOE Projeclsi2018ProieclsU074.18Buckley Swage BultlingslCaresVaa6ng.ec6. - SON" oopgV t ENERCALC, INC. 1%3-2419. Wd.1e.19.130 . + DESCRIPTION: Grade Beam Detailed Shear Information Span Distance 'd' Vu (k) Mu dTvJMu Phi'Vc Comment Phi'V5 Spacing (n) Load Combinaf#an Number (ft) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+1.60S-450W+1.6GH 1 36.14 21.00 •0.44 0.44 6.59 1.00 19.12 Vu < Phil/c/2 Not Reqd 0.00 0.00 +1,20D+1.60S+0.5OW+1.60H 1 36.71 21.00 -2.75 2.75 5.55 1.00 19.12 Vu < PhiVe12 Nol Reqd 0.00 0.00 +1.2017+1.60S+O.50W+1.60H 1 37.27 21.00 -2.46 2.46 4.00 1.00 19.12 Vu < PhivcJ2 Not Reqd 0.00 0.00 +1.20D+1.60S4O.MAW 1 37.64 21.00 -2.18 2.18 2.61 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.605-+0.50W+1.60H i 38-40 21.00 -1.91 1.91 1.38 1.00 19.12 Vu < PhVc12 NolRegd 0.00 0.00 +1.200+1.60S+0.5DW+1.69H 1 38.96 21.00 -1.65 1.65 0.30 1.00 19.12 Vu < PhiVc12 Net Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 39.53 21.00 -1.39 1.39 0.63 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 40.09 21.00 -1.15 1.15 1.41 1.00 19-12 Vu<PhiVG2 Not Reqd 0.00 0.00 +120D+1.60S+0.50W+1.60H 1 40.66 21.00 -0 91 091 2.D6 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +12GD+1.60S+0.50YV+1.60H 1 41.22 21.00 -0.68 0.68 2.57 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.200+1.60S+0.501PlA60H 1 41.79 21.00 -0.46 0.46 2.96 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.09 +1200+1.6OS40.5GW+1.60H 1 42.35 21.00 -0.24 0,24 3.21 1.00 19.12 Vu < PhiVG2 Nat Reqd 0.00 0.09 +1.20D+1.60S+0.50W+1.60H 1 42.92 21.00 -0.03 0.03 3.35 0.22 18.21 Vu < PNV62 Not Reqd O.OD 0.00 +1.200+1.605+9.50W+1.60H 1 43.48 21.00 0.17 0,17 3.37 1.00 19.12 Vu<PhiVci2 Not Reqd 0.00 TOO +1.200+1.60S+0.50W+1.60H 1 44.05 21-00 0.38 0.36 3.27 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.200+1.60S+0 50W+1.60H 1 44.61 21.00 G.58 0.58 3.66 1.00 19.52 Vu < PhiVcl2 Not Reqd 0.00 0.00 +1200-1.60S+O.50W+1.60H 1 45.18 21.00 0.77 0.77 2.73 t.00 19.12 Vu<PhiVr/2 Not Reqd 0.00 0.00 +1200+1.60S+0.50W+1.60H 1 45.74 21.00 0.97 0.97 2.30 1.00 19.12 Vu < Phi%lr12 Not Reqd 0.00 0.00 +1.200+1.60S+0.5GW+1.60H } 46.31 21.00 1.16 1.16 1.75 1.00 19.12 Vu < PhiVa'2 Not Reqd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 46-87 21.00 1-36 1.36 1.09 1.00 19.12 Vu < PhVc12 Not Reqd 0,00 0.00 +1.2GD+1.6GS+4.501k1+1.60H 1 47.44 21.00 1.30 1.30 0.34 1.00 19.12 Vu <PhVd2 Nat Reqd 0,00 0.00 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK Project: IA �4 1+0v+1t�MA& Flo: Page: '`ei McClendon 111lae:�C7y I�EatC-r�1 _ pate: L Checked by: Engineering Inc Item: AO LA- I�fl I Paz* - ISmpe I C AW) 1L.90) i, V, E, F, H -d V,, L I 0. 00z!5(=,Kit .2 Z {{ 0.f � OT Ilk Va. _I 0447 % i 1 MAX 1p, 7 psF (11' Z) 6122123, 3:46 AM U.S. Seismic Design Maps 3o gyy ,dXFg� Twp, k3 GfLIFWIM� Tahoma Terra Yelm, WA, USA Latitude, Longitude: 46.9420431, -122.6059582 1 st Street Nail • SAP6 Ma and Pa's Family Diner �2 "I",Yelm-Tenino Trail 510 The Shiplap Shop QTahoma Valley 507 T & Coffee House Golf Course ;, �w South Puget �� Sound Habitat for... a� Go�;�gle ti i � Date 612212023, 3:47:15 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.288 MCER ground motion. (for 0.2 second period) S1 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 MCER peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.611 Site modified peak ground acceleration TL 16 Long -period transition period in seconds Ss RT 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) S1 RT 0.465 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.522 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 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 OSH PD Map data 02023 https://www.seismicmaps.org 1/3 6122123. 3A6 AM Type Value CRS 0.908 CR1 0.891 CV 1.358 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 httpsa/www.seismicmaps.org 213 Mc project: No: , V6 page: 32, McClendon scope: 6MAIT' �ESrC�N _— Date: TJ -2--s Checked by: Engineering Inc Item: By: r- 1 � 1,03 1,03 0.18. �-) I •� 10FS 7F6� I t � TOTP,,, II &v roor - 10 F 030`) tr 300 P1,- _ � Y o. t84 (e, per) _ i a 567$r41O- 60V MUU : &TIV ')t oA* O EM O o� 0 0 107 0 0 0 0 0 0 0 0 8 8 0 313 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 RLWN -�D 34 e0 8 t 0 w 0 0 m 0 0 0 0 o 0 a 0 Y C7 J m Z J n Z 2 C 11 Lm LL OW OJ U HLBQN 3S Q 0 m 0 0 O O pa 0 0 0 0 lJ i LL LL OW . i Iqp RA �31 MCF Project HCWA A EY No: J -i- b r Z3– Page:— Scope:�1`_ _�f:�LIJ ��__ Date: �j�� -� Checked b McClendon � v: Engineering Inc Item: r!.i4'�►2#�32,J � �s c �,� : - '� r � p,� t2.� Com► TZ'z 3Z7AL-F ?> 2-70 -I-= 3470 I �caa 7-00 r- .? `p�2c crr�a L. tr- N3rOLf= Fv cA- sm��wt3 Mr oor . , 3- gpA-,3 M MOE Protect: NoPage;_� McClendon 111P':. .1__..� 1[ryfJ �_ Date: � � Checked by: Engineering Inc [tem:—_ L+Q-�U��L. �5c.�'� '� nr�-ram✓t _ ��5` p ir�tp4 �2lc;r..t 'OrL\7�c (scrr.� c.1niti��nn Lc.�� � Z97 p�r��lcro` F_ q 7 ea r-- (M';,X, E�rJ 1��r}PM2l cy,� lv� `7. 778 (O' -F- st=,c;` t)rJ LOAD 7Z P�.�1 �7s` Tr2i6, w c,r-H PYA ciriy S70 = 1oei6 rarccw; Pu;1( r,JS I( ,0-C. &)Tt�4 ACM vjJ p�75 Ca� 75 J.G7j( i` Jxo TRK" f-aoA 4 (S ( CFS bl-i (cm) c Project: No,.k/,O-C Z3 Page'-Ji— i_McClendon McClendon Scape:i[e�TPas( a age:_ pate: _...1/�_ Checked by: Engineering Inc Item - 1= ,5YKL; le 47 PLF N� traces, : 15` c F So f4"F-- STa0�J�.7 = I75pG � C7so l(.. FT &)Tt�4 ACM vjJ p�75 Ca� 75 J.G7j( i` Jxo TRK" f-aoA 4 (S ( CFS bl-i (cm) Project;-�rn ....� �•� _ N.:-4 Page: oto McClendon Scope._ ,Z C _D--�1\i& II ©afe. Checked by-, Engineering Inc Item: ._ _ By•_.� _ -- --- � "�YLIkt D-" S t G ry — n -p1 t o r -A 'pool= ZR7raur- t All 7ZgpvcF (IT v s7rSrl-F V - rArAxj to psi-r•�,� = Y r �5, � �i �Ko # t,J = SIM % t o, �,C s� t� S )(di 0& -� ce D, S ii�o. f 5ccratrwi �LCaItS gK0415700 15 Y t & of A ET-Fwval L -S !'J/ DE Project, . - — No:_ Ia Z3 page "{ McClendonscope:_ -ML4&- __.° � Jc-rn� Date: _ Z Checked by: Engineering Inc Item:_ _ By* !E ! _ --- L? S rs_ - `�G Zg7acr= IqI -#j? G�L.) Pirzfir_-rJC14 qtr DCS 7� e. fV St:vs. = 7Z$' pi�F 7^ /6 = -7 2 6fvLr To) Z/a Z?s'� f2tN+rpt :?I SC.t��nn►;a.� low ca"P w Cwto aK. Cly I Js rso-O 0w� Project- 1-..,A- I_LDWA- No._ ozel 7:_ Page.,- -McClendon $Cape'a �� �l:ia� Date: �/� -7-7 Checked by; Engineering Inc item:--- By ca C G m J W (A -t -f_ _ . �� � �, y sus �e �,✓� 1�f PSF SCo ps�c Int`'GM,v/�/ CsC= D 1 Cmi tJAC-e'�PfL- -Z-- Fe= n,`f SD, Le, vi Lp = ice' ��jo Zr, g,Ps� Z f 10 Iqg e i, Lam. dip , 0it r Projeci: 1 No:_ — Pager CCiendon Scope:-,,] fi1�2�t�. _ ��(h� _ Date: Checked y: Engineering Inc item: By. Zo' Za' St CZE 3� y.&. i p 3 T ye. I I, _ E ids- �Z1 Fr �s��i(�'�iziC27f� 397# Y jIY sect c- c..s� OA, S. U 51"�1r WALL4N, Siy c.T1 o '-) 5rc,� J ' z -rye. SMIN f If aj Siy c.T1 o '-) 5rc,� J ' z -rye. SMIN 1 I 4 I I I I I 1 1 1 a I a 1 1 I I I 1 o - I16..�_�_� § I I _ I 1 1 I 1 z — r I I � � I I 1 I I 4 I I 1 I I I E ¢ � r 1 1 � 1 t 1 Y — 1 t a i r I 1 I 1 _ I 1 r I t 4 4 I I � I I I 4 I 1 a I I 1 1 I I I a 1 1 1 1 I all § 1 I � r 1 I I b 1 I 11! - 1 I I a 1 I I 1 0 1 I I � I 1 I � I I I 1 i I 1 m — 1 . t I 0 41W II z - J oQ di LL0 HIWN — D 43 qq r----------- - -� I I j I j I I I I I I I ! I � I I I I I I � E E I I I I ! ! I I I I I I I I I I I ' x I I E E ! I I I j I I X I j r -----J I I E I I I I � I I I E I I I E ! I � I � I I E 1 i I � i I I I I E I ! I I I I I j I 1 J� j �- f I I I I qq Mc r, Project: I ftvn A nZ+4 No: 1 OZE, 23 Page: `� s McClendon Scope: 6MKCX' -516n1 _ Date: 2 Checked by: Engineering Inc Item: By: �+'H ria 8 I�AID -t-imotP - zz ACL -4 (Z6tw) � 24 Z PI0v 1 per- : X - J TYP6 Z- H-oL,D fOo w0 Cs�P�2o'CIz2/20/ T= -15' Mc McClendon Engineering Inc S Project: HOY,16- -T-EW,-A No: '�Z$'. Z3 Pager Scope:pate: Checked by: Item: By: c-0 T3 LPcn K) L Wks = 9y�Pc.F "C srrtr�p = I gbh*/COS (28 .S°) ZZLt7 X - 5p-,Nc TYFC Z- 1��e 0. 61 [.t 1,,. rr N t u6ir iLzN� W� Mc Project: ft OA4 Tr ak No: IOzir. Z.' Page: McClendon Scope: T -QCT" f r� Date: Checked by: Engineering Inc Item: By: Dc T X 6 6A 57PAP h it • I i 7�A ic\� 2Z�D Y?E fN E (?c &A( � 5T" 9 i fi° 2 I Co" x 16 CA s � l - 5Ca2 DMc Af e- zg.2 . Project. No: Page. McClendon Scope:L�IJ Date: S 23 Checked by: Engineering Inc Item: By: ` �a'Z.!'cC1 STt21�tr i W L16 yspi-r- (11 813 7l`t2-60r = 11, f3(3 /330' = 3Co�zF 2r""ij On.L- y 11, � 3 � NO' + sb' + 1fo') �e--- - i F Sow (Q SD* 2830 28a�`.Sz. 57(00 + � y � L'rJ� �N+✓r A?,LaL-J = Cv3 CoS 280 Connectors for Cold -Farmed Steel Construction SIMPSON ' • StrapsStro��Tie CMSTC provides countersunk fastener slots that provide a lower screw head profile. CS, j -r CMST and CMSTC are continuous utility straps which can be cut to length on the CS16 Hole Pattern End job site, Packages! in lightweight cartons Fasteners to he length (about (about 40 lb), i (all other CS straps similar} symmetrically placed i fenth Finish: Galvanized. Some products available in ZMAX" coating; see Corrosion Information, pp. 18r-21, Installation: • Use all 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 Code Reference Key Chart M 71 3 CMST14 Hole Pattern Screws not (CMST12 similar} required in I clear span a -T 1 Provide 4zlsrc 4a wcra *' r minimum 3x screw diameter end distance per Fasteners' (Total] code for CS and CMST Gode Ref. pafted5tudlJoistThickness CMSTCI6 Hale Pattern Equal number of 43 trot (18 ga.) specified screws CMST121 in each end Gauge stamped on part for easy identification. Typical CS Installation as a Floor -to -Floor Tie Madel No. I Total Length Connector Materia) Thickness mil (ga.) Width (in.) Fasteners' (Total] Allawahfe Tension Load (Ib.) Gode Ref. pafted5tudlJoistThickness 33 mil 20 a 43 mif (18 ga.) 54 mil (16 ga.) 33 mif (20 ga.) 43 trot (18 ga.) 54 mil (16 ga) CMST121 40'-3" 97 (12) 3 (104) #10 (70) #10 (40) 010 9,080 CMST14? 62'-6' 68(14) 3 (72)010 (50)#10{28]€0106,365 CMSTC 54' 54(16,1 3 (54) #10 (36) #10 (30) #10 4,600 CS14 100' fib (14) 114 (28)1110 (18) #lo (32} 010 2.305 CS16 150' 54 (16) 1'/4 (18)410 (12) 410 (8) #10 1,550 Ipl, L2, FL CSIRS 100' 43 (18) 114 (14) #10 (10) 410 (6) #10 1,235 CS18 200' 1'/4 (14) #10 (10)11€0 (6) #10 1,235 CS20250` 33 (20) 1'/4 (12) #10 (8) #10 (6) #10 945 CS22 300' 27 (22) t r/. {10) #10 (6) #10 (6) #10 775 . These products are available with additional corrosion protection. Additional products on this page may also be available with this option. Check with Simpson Strong -Tie for details. 1. Use haft of the fasteners in each member being connected to achieve the listed loads. 2. For CMST straps: End Length (Inches) -'h total fasteners x'h' + 1" when all holes filled. Double length it only round toles fifled. 3. For CMST0I6 straps: End Length (inches) ='k total fasteners x },' + 1' when all holes Red. Double length if only round holes filled. 4. For CS straps: End Length )inches) _ A total fasteners + 1'. 5. Total Cut Length = End Length + Clear Span + End Length. No, of Screws Used 6. Calculate the connector value for a reduced number of screws as follows: Allowable Load = x Table Load 24 Screws (Used} No. of Screws in Table Example: CMSTC 16 on 64 mil with 24 suews: x 4,600 lb. = 3.68411. 30 Screws (Table) 7. Loads are based on lesser of steel strap capacity and NSI S100 fastener celcuialion. 6. See pp. 136 ttxcugh 171 for more information on Simpson Strong -Tie fasteners. qq MC Project:—�.b.l'��41Q — iVa:_ ��ZB, �7J page: 50 McClendon Scop:_ �T`�zt��T �L-_�IC7� � � Date: ��Z� Checked by: Engineering Inc Item:By:-- -7—V7. VA, ui C1 f—u� rv4 C W.. ... � - Crud TOCL=r ML -7 Poll _ t -, IrJIra���C.�( if��i rr�� Lr► l� �� �.. d_ I to 0 N 51 v O O O o }0 mN h co N bO U"1 to m a! 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