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Structural Calculations - Building LMc McClendon Engineering Inc TAHOMA TERRA BUILDING L 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 TAHOMA TERRA McClendon BUILDING L STORAGE Engineering Inc YELM WASHINGTON 1028.23 TABLE OF CONTENTS Page Number GENERAL: Tableof Contents........................................................................................................................ DesignLoads............................................................................................................................... 2 Materials and References............................................................................................................ 3 DeferredSubmittals..................................................................................................................... 3 SpecialInspection....................................................................................................................... 3 ProjectDescription...................................................................................................................... 4 GRAVITY DESIGN: RoofFraming............................................................... r Roof Panel Purlins LintelDesign.............................................................. S WallDesign............................................................... /-7 Foundation Design.......................................................... Wall Footings LATERAL DESIGN: Lateral Analysis ....... ..................................................... Z9 Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis ................................................... -33 Shear Wall Design.......................................................... LILI- X-Braced Walls Mc 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: I psf E Roof DL: 10 psf Roof Live Loads Snow Load: 25 psf Roof LL: 20 psf Floor Dead Loads Flooring: SOG 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: Desien Method Strength Design: Basic Load Combinations ❑ Allowable Stress Design: Basic Load Combinations ❑ Alternative Basic Load Combinations TAHOMA TERRA BUILDING L STORAGE YELM WASHINGTON 1028.23 R: 4 Q: 2 p: 1 SDS.' 1.03 SDI: - MSFRS: X Braced CFS Walls MDF - C6 McClendon E=ngineering Inc MATERIALS: TAHOMA TERRA BUILDING L STORAGE YELM WASHINGTON 1028.23 Steel Wood Concrete Shapes F, —_50 ksi Sawn Lumber: - f � — 2500 psi Plates/Angles/Channel: F,,= 36 ksi GluLam: - fy — 60 ksi Hollow Structural Shapes: F,, --A2 ksi Eng. Product: ❑ Pipe: F,, — - ❑ Masonry Bolts: A325 Light Gauge Steel f.— 1500 psi Anchor Bolts: A307 Fy: 55 ksi f,, — 60 ksi REFERENCES: Soils Codes Used Software Used Bearing Pressure =_ 1500 psf 2018 IBC USGS Source of Information: assumed Enerealc Frost Depth = 18" DEFERRED SUBMITTALS: Steel: Concrete: Steel member layout ® Mix Design Joist/Joist Girders Layout ❑ Reinforcement Layout Metal deck layout K Wood: Engineered Truss Layout ❑ Cold Formed Steel: Steel member layout IN SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction Concrete Construction ❑ Masonry- Level 1 Masonry- Level 2 Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases Seismic Resistance ❑ Other: ❑ Masonry: Mix Design Reinforcement Layout Other: ❑ DMC McClendon Engineering Inc PROJECT DESCRIPTION: TAHOMA TERRA BUILDING L 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 BLANK 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u it 0 8 8 0 :1 5 J i7 Q J m Qz J a.0 Z o LL LL 0w 0J �Iqf G c IM Project: Ti rH-oM 1k McClendon Scope:-"STam-r Engineering Inc Item: No: 107-5, Z3 Page: -7 Date: Z Checked by: By: 5 LJ r go MCELRDY Medallion -Lok 16 METAL 9 134, � 1 - ... _....-. 16" COVERAGE • TOP IN COMPRESSION BOTTOM IN COM4PRFSSIOJ� GAUGE FY WEIGHT V, Pa -e e pa' Ix Se Ma I I !r Se M. (KSI) (PSF) kiplft. Ibslft. Ibslft- (ir7 `Ift_) (in.'/ft.) kip-in-lfE. (n--'Ift.) (in.a/ft.) kip-in.lft- 24 50.0 1.30 1}.7800 1 21$.40 351.60 1 0.0860 1 0-0561 r 1.6800 0.0400 0.0479 1.2480 1. Section properties are calculated in accordance with the 2004 AISI North American Speofication for the Design of Cold -Formed Steel Structural Metn6ers, I Va is the allowable shear. 2.00 2.50 3. Pa is the allowable load for web crippling on end & interior supports. 3.5Q 4.00 4. €x is for deflection determination. S.I10 $50 S. Se is for bendmg. G 5E+ 7 OQ S. Ma is the alfcvmNe bending mumenl. a 90 B 5G 7, All values are for one foot of panel width. Positive Wind 500 s Allowable Uniform Loads (PSF) Notes 1. Allowable uniform Toads are based upon equal span lengths. 2, Positive Wind is wind pressure and isNOT increased by 33 113 %. 3- Live is the allowable live or snow load. 4. Deflection (Lf180) is the ailowabte lead that limits the panel's deflection to V180 whke trader positive or lire load. 5. Defection (11240) is the allowable load that Itmils the panel's deflection to L1240 v4hle under positive or five load, S. The weight of the panel hasMOT been deducted From the altewable loads. 7. Positive vend and Live lead values are limited to combined shear & bending using Eq. C3.3.1-1 of the AfSI Specification. S. Values of ASTM El 592 Wind Uplift Testing include a factor of safety of 1.67. Shaded areas at, outside of lest range, Conlacl McElroy Metal for more information. 9- PesiUve Wind and Live Load values are limited by web cdppling using a bearing length of 2". 10- Web crippling values are determined using a ratio of the uniform 108dactuahy supported by the top Manges of the section, 11. Load Tables are trailed to a maximum allowable load o1 500 psf. Span t Span Type Load Type 1.00 1.50 2.00 2.50 3.00 3.5Q 4.00 4.50 S.I10 $50 BOO G 5E+ 7 OQ T 50 a 90 B 5G Positive Wind 500 497 280 17g 124 91 70 55 44 37 31 26 22 19 17 15 Single Live 500 497 280 179 124 91 70 55 44 37 31 26 22 19 17 15 08flection(L7180) 500 500 500 481 278 175 117 82 60 45 34 27 21 17 14 12 Deflection(II240) 500 500 500 360 208 131 88 61 4533 26 20 16 13 11 9 PosIule Wind 500 337 197 126 90 65 51 40 32 27 22 19 to 14 12 11 2 Span Live $00 337 187 128 90 66 51 40 32 27 22 19 16 1 14 12 11 Deflection(Lfl80) Soo 500 50D 1 500 491 309 207 145 106 79 61 48 38 31 25 21 Ceflecfion(L1240) 900 500 500 500 358 232 155 199 79 54 46 36 29 23 19 16 Pesl ive Wind 500 407 241 158 111 82 63 54 41 34 28 24 21 18 1 F 14 3fipan L<v« 5'70 3p7 2A1 v5 t 11+ 62 83 50 91 34 2. 24 21 16 18 14 Defection [[1180) 5GM 50 0 334 242 162 714 83 82 43 3i 30 24 20 16 Deflection(LP240) 500 509 500 498 1 288 181 121 85 62 46 36 28 22 18 15 12 positive Wind 500 385 i 227 148 104 77 59 47 38 31 26 22 19 17 15 i7 4 Span Live 500 1 385 227 148 104 77 59 47 38 31 26 22 19 17 15 13 Defection (L1180) 500 500 500 500 408 257 172 1 121 8866 51 40 32 26 21 17 Defledion(11240) 500 500 500 509 306 192 129 90 66 49 38 30 24 19 16 13 ASTM E4592 Wind Uplift testing 69.5 61.1 52.949-1 45.2 41.3 37.7 33-8 30.1 t+OTE5T33ATa AVAILABLE Notes 1. Allowable uniform Toads are based upon equal span lengths. 2, Positive Wind is wind pressure and isNOT increased by 33 113 %. 3- Live is the allowable live or snow load. 4. Deflection (Lf180) is the ailowabte lead that limits the panel's deflection to V180 whke trader positive or lire load. 5. Defection (11240) is the allowable load that Itmils the panel's deflection to L1240 v4hle under positive or five load, S. The weight of the panel hasMOT been deducted From the altewable loads. 7. Positive vend and Live lead values are limited to combined shear & bending using Eq. C3.3.1-1 of the AfSI Specification. S. Values of ASTM El 592 Wind Uplift Testing include a factor of safety of 1.67. Shaded areas at, outside of lest range, Conlacl McElroy Metal for more information. 9- PesiUve Wind and Live Load values are limited by web cdppling using a bearing length of 2". 10- Web crippling values are determined using a ratio of the uniform 108dactuahy supported by the top Manges of the section, 11. Load Tables are trailed to a maximum allowable load o1 500 psf. DE M Project:- No:Page:-3._� McClendon Scope: ST acT- T�i�a _ pate: Checked by: Engineering Inc Item: By: -- -- � A P1 5 101-01 Z.2 F-. 6G) Z6-pl'(w r,,-� � P X Z ` X �b �� �vt t N C O&-Vl.I- i WcAK Axis Se ; ;,aO Fflt2� F -A -r ST11ZAf,:1- i Z c. 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C. _------- 440 - _.__ ate" aS', paovloe,,Isc, YZ'A. )e /(p MA rte-• IL. DE M Project: TA— 46mA agAA No: 10 , Z5 Pager McClendon scope: 5`L" -T- na-s'c"' Dare: 2 Checked by: Engineering Inc Item: By: Snn �F FgAM r A1C PCOr aAM - S1 (0.) (pu2urJ Weal I BC Y 60 pr ilo p I - . 7.67- 4 s 'PTL, 7-Phrz-D Frs w. e. sc T � rzF C) F:5 7� t 1 sr s5/z �jrpLr PLF - y✓I 1578PLF 60)-4/8 Mc �� � 3 Protect: Tl�t �1Lr�t No: 11 ZR�Z_rage: McClendon Scope: date: Z3 Checked by: Engineering Inc Item: By:t �ooF �� � ►u C -I � _ _ SP . - IZ'--o" aCoIZS Ib . k1Z uR xlZ L.I. 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McClendon scope'��_ _ _.fC-�ry Date: Checked by: Engineering Inc Item: W SGC.S[ ci,J �'`�.'.. ..��.. &-x s --qz C IF s s 2G r L� 010C FL—Ar ?17r, WAY (.JA L c ►T. - Via, 2JOsF t ZW� ` ... Z. 0 psr d GXat� trail - Z. Z`pSF 1• _ Z5'. q psi' 7_2Y %Cr tc Zr x I!� l.�wi�A = SpS� tom+ ��C-cckz. S. ]~vC4 �,, Projecf:IYvI_ No:_ ICS Z3 Page:__.:- McClendon 111Pe:4 cJ I J2 C��--�L-�IC7I� Qate: 1 Checked by: Engineering Inc Item:--- M. tem: _ zoo 75-0 J000 F [ fz [ lea IpTt= 354 IJLJ CcDtoc-F [ A)O,,J' 13,? t, toL�. D Z = S,Z pc. -F at Project;ti !4tl01MPt- T -No:. �Z Page: McClendon, Scope: 19Jate: Z 3 Checked by: Enginee ing ins: ifem. BY: fir...0 1 75pLF �?K Eb�f � 11.3 K •� Y, i°ri l0 . � � C w i, Pn+'�n iIS. I mojoq 14 -'7 1.vs��11'3/r 6,7 1, D(�� SlAe"f (2�L-5�- L -r - O.57 " AAZ .R.S &S O O O O M I I 1 I I � I 4 I I I I J I r i § j I I I a I I I I I I ! I ! § I ! j I I ! I I I I J I I � I a I � I Z I I I CL z I O q I I p� -----J z 1 V ! °u IuaoN a I 1 I I I I I I I I I 4 I I I j I ! I I b I I I I � I I I I I I I ' � I I I I I I I I I I I � I DE mc Project-, -TA i+om A PclgL-:.--2,3 McClendon scope: —Vf,;,sfC1OA Date:--- 151? -3 Checked by: Engineering Inc liem- By: T;Lw &,-3 oc�j C', 15X rf cr-S. Wr4LL S. . ... ....... . oz� W16L F I zs esp 71osi7� t77L .. . ....... lo r-F,� miAJ. 7 Project., No: pale; Z� McClendon Scope:• � Date: Z Checked by: Engineering Inc !tern: By' --- r— TC, -- McClendon Engineering, Inc. ONd 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 McClendon (208} 342-2919 Engineering Irc Beam an Mastic Foundation Grade Beam GORE REFERENCES Calculations per ACI 318-14,1BC 2014, Load Combinations Used : ASCE 7 -lib Material Properties Fe trt= 2.50 ksi h = fc ` 7.50 = 375.0 psi V Density = 145.0 pcf X Lt Wt Factor - 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = Load Combination ASCE 7-10 6 Phi Values of Project Title: 7- few, Or- ?6-iLj2A Engineer: Project ID: 0ZT',Z$ Project Descr: File = M.11WE ProjectSVOla Proj clsO074.18 9*1ey Stomp Sd amcavvrWEMERGILC.WGI Flexure: 0.00 Shear: 0.750 = 0.860 250.0 psi/ (inch deflection) fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40 0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,OCO.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 1.0 . Beam is supported on an efasftc foundation. D 3.361 5 D.58 0(3.361 5(6.567} Q(1.6Bj�S{4-284) D(1.as)s[0.26a) 0(3.361 5(a.5s7j t ( ., s e - Cross Section & Reinforcing felons Rectangular Section, Width = 12.0 in, Height = 24.0 in Span #1 Reinforcing.... 2-95 at 3.0 in from Bottom, from 0.0 to 48.0 ft in this span 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 Wit, Extent =11.333 -» 12.667 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 klft, Extent = 35.333 -» 36.667 ft, Tributary Width =1.0 R Uniform Load: D = 1.680, S = 0.2840 klft, Extent = 47,333 ->> 48.0 fl, Tributary Width =1.0 ft DESIGN S%diillr'y+iARY . - • 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 +1.20M.50L+1.605+1.60H 4.M8 ft Seen # 1 Max Downward L+Lr+S Deflection 0.0O in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deffectton 0.013 in Max Upward Total Deflection 0 000 in cble 5aif Pressure = 0.458 ksf at 24.00 ft LdComb-+pfS+H -- - - - '-� alfowal33e Sot# Pressure = 1.50 ksf 0+( 9heatStirrup Keciuiretrler b Entire Beam Span Length: Vu < Phkn, Req'd Vs = Not Regd, use stirrups spaced at O.M in ftximlum Forces & Sirnm Fdr Load t;drffbinolkirfs Load Combinalian Location (fl) Bending Stress Results (k -ft) Segment Length Span # in Span Ma: Max Phi`Mnx Stress Ratio MAXimum Bending Envefcpe Span # 1 1 47.435 434 6.33 0.05 2b McClendon Engineering, Inc, `E 1412 W. Idaho Street, Suite 240 Boise, Idaho 83702 (208)342-2919 McClendon Engineering Inc Beam on Elastic Foundation DESCRIPTION: Grade Beam Project Title: '�J�yvLA "r �;W. A Engineer: Project IL): I ''S Project Descr. File = Wflk cE ENERCALC, INC. Load Combination Location (it) Bending Siress Results (k -ft) Segment Length Span # in Span Mu : Max PhirMnx Stress Ratio +1.400+1.60H 24.000 0.0000 0.000 0.0130 Span # 1 1 47.435 -0.32 6.33 0.05 +1.20D+ O.5OLr+1.6GL+1.60H 0.000 0.0125 24.000 0.0000 Span # 1 1 47.435 -0.28 6.33 0.04 +1.20D+1.6OL+0.5QS+1.60H 24.000 DA000 0.000 0.0111 Span # 1 1 47.435 -0.30 6.33 0.05 +1.200+1.6 OLr+0.50L+1.60H 0.000 0.0125 24.000 0.0000 Span 9 1 1 47.435 -028 6.33 0.04 +1.290+1.60L 450W+1.6CH 24.000 0.0000 0.000 0.0111 Span # 1 1 47.435 -028 6.33 0.04 +1.20D-45OL+t,6OS+l .6OH 0.000 0.0000 0.000 0.0000 Spar # 1 1 47.435 -0.34 6.33 0.05 +1.20D+1.6OS+O.50W+1.60H 0.000 0.0000 0.000 0.0000 Span # 1 1 47.435 -0.34 6.33 0.05 +1.200+O.5OLr+O.50L-W+1.6OH 0.000 21,00 -0.77 0.77 Span # 1 1 47.435 -0.28 6.33 0.04 +1.20D+UOL+O.5OS+W+i.6OH HO +1.20D+i.6OS+O.5OW+1.SOH 1 2.82 Span # 1 1 47.435 -0.30 6.33 0.05 +1.20D+0.50L+O.20S+E+1.6CH Vu <PhiVc12 Plot Regd 0.00 0.00 Span # 1 1 47435 -0.28 6,33 0.04 +0,9OD+W+0.9GH 3.06 1.00 19.12 Vu<PhiVW2 Span # 1 1 47.435 -0.21 6.33 0.03 +0.90D+E+0-90H 21.00 -0.17 0.17 3.27 Span # 1 1 47.435 -0.21 6.33 0.03 Overall Maximum DeRm ms Unfadored Loads 1 4-52 Load Combination Span Max.'-' Deft Location in Span Load Combination Max. '+' Deft Location in Span Span 1 1 0.0130 24.000 0.00c0 0.000 Maximum Deftectioas for Loan! Combinations . Unfactorad Loads Load Com6inaban Span Max. Downward Deo Location in Span Max. Upward Deo Location in Span +D+H +D+L+H +D+Lr+H +D -S -H +0+0.75OLr+0.75OL+H +D+O.75OL+O.75OS+H +D+0.6O1t1+H +D+0.7OE+1K +D+0.750Lr+0 75OL+0.450W+H +D+O.75OL+C.75OS+O.4501N+H +D+O.75OL+C.75OS+O.5250E+H +0.6013+0.601fi+0.60H +0.600+0.70E+O.60H D Orly Lr Only LOnly S Only W Only E Only H Only Detailed Sheat information 0.0111 24.000 0.0000 0.000 0.0111 24.000 0.0000 0.000 0.0111 24.000 0.0000 0.000 0.0130 24.000 O.00DO 0-000 0.0111 24.000 0.0000 0.000 0.0125 24.000 0.0000 0.000 0.0111 24.000 0.0000 0.000 0.0111 24.000 DA000 0.000 0.0111 24.000 0.0000 0.000 0.0125 24,000 0,0000 0.000 0.0125 24.000 0.0000 0.000 0.0067 24.000 0.0000 0.000 0.0067 24.000 0.0000 0.000 0.0111 24,000 0.0009 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0019 24.000 00000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 O.CO00 0.000 0.0000 0.000 Span Distance V Vu (k) Mu d'Vu1Mu PH *VC Comment Phi'Vs Spacing (in) Lead Combination Number (ft) (in) Actual Design (k -ft) (k) } Req'd Suggest +1.20D+1.50S+0.501N+1.60H 1 0.00 21.00 0.10 0.10 0.00 1.00 19.12 Vu <PhClc12 Not Reed GOO 0.00 +1,20D+i.6OS+O.5aW+1.60H 1 0.56 21.00 -1.10 1.10 0.34 1.00 19.12 Vu<PhiVc12 NotRegd 0.00 0.00 +1.20D+1.6OS+0.50W+1.6OH 1 1.13 21.CC -1.16 1.16 1.09 1,00 19.12 Vu<PhVd2 PlotRegd 0.00 0.00 +1,20D+1.6OS+Or6OW+1.60H 1 1.69 21.00 -0.97 0.97 1.75 i.00 19.12 Vu < PhUcJ2 Not Regd 0.00 0,00 +i.20D+1.6OS+0.5OW+1.60H 1 2.26 21,00 -0.77 0.77 2.30 1.00 19.12 Vu<PhiVc/2 NotRegd 0.00 HO +1.20D+i.6OS+O.5OW+1.SOH 1 2.82 21.00 -0.58 0.58 2.73 1.00 19.12 Vu <PhiVc12 Plot Regd 0.00 0.00 +12CD+1.6OS+0.50W+1.6OH 1 3.39 21.00 -0.38 0.38 3.06 1.00 19.12 Vu<PhiVW2 NotRegd 0.00 0.00 +1.200+1.60S+0.5CW+1.60H 1 3.95 21.00 -0.17 0.17 3.27 1.00 19.12 Vu <PhiVr12 NatRegd 0.00 C.00 +1.20D+1.605+O.50W+1.6OH 1 4-52 21.00 0-03 0.03 3.37 0.22 18.21 Vu<PhiVc12 NatRegd 0.00 0.00 +1200+1.66S+O.50W+1.6OH 1 5.08 21.00 024 0.24 3.35 1.00 19.12 Vu < PhiVcf2 Nct Regd 0.00 0-00 2-1 McClendon Engineering, Inc. Project Title: -rp µorn A T6;)UtA E 1412 W. Idaho Street, Suite 240 Engineer: MID Boise, Idaho 83702 Project ID: Ibz8.7_5 (208) 342-2919 Project Descr. McClendon Engin&odrro Inc Fite=M.VMcEPwjects i8Pmjeots11074.18BucUoyStoraget3u wlgsvoo8ng.ofcsac8. Beam 1 t c oci dat�o 5otlwedeWRyrlpht i+ [Nr.1902M1 Bu1d:t&t9.1.30. MOUTON: Grade Beam Detailed Smear Information Span Distance 'd' Vu (k) Mu d`VufNtu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (R) (in) Actual Design (k -ft) (k) (k) Req'd Suggest +1.20D+1.60S40.50W+1.60H 1 5.65 21.00 0.46 0.46 3.21 1.00 19.12 Vu <PhUd2 Not Reqd 9-00 0.00 +1.200+1.605+0.50W+1.6031 1 6,21 21.00 0.68 0.68 2.96 1,00 19.12 Vu <Ph1'W2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 6.78 21.00 0.91 0.91 2.57 1.00 19-12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S450W+1.60H 1 7.34 21.00 1.15 1,15 2.06 1.00 i9-12 Vu<PhVd2 NotReqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 7.91 211.00 1.39 1.39 1.41 1.00 19.12 Vu <Pht /2 NotRegd 0.00 0.00 +1.200+1.60S+0.50W+1.60H 1 8.47 21,00 1.65 1.65 0.63 1.00 19.12 Vu<Phl"W2 NotRegd 0.00 0.00 +1.200+1.60S+4.50W+1.60H 1 9.04 21.00 1.91 1.91 0.30 1.00 19.12 Vu <PhiVd2 NotRegd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 9.60 21.00 2.f8 2.18 1.38 1.00 19.12 Vu4PhiVd2 NotRegd 0.00 0.00 +1,20D+1.60S+0.50W+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+1.60S+0.50W+1.60H 1 10.73 21.00 2.75 2.75 4.00 1.00 1912 Vu <PhiVc12 Not Reqd 0.00 0.00 +1.200+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 +120D+1.608+0-50W+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 f2.42 21.00 -1.74 1.74 6.22 1.00 19,12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 12.99 21.00 -2.64 2.64 4.70 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 13.55 21.00 -2.33 2.33 3.21 1.00 19.12 Vu < Phi /2 Not Reqd 0.00 0.00 +1.200+1.60840.50W+1.60H 1 14,12 21.00 -2.03 2.03 1.89 1.00 19.12 Vu <PhiVd2 Nat Reqd 0.00 0.00 +1.200+1.608.0.50W+1.60H 1 14.68 21.00 -1.72 1.72 0,75 1.00 19.12 Vu <PhVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+i.60H 1 15.25 21A0 -1.42 1.42 0.23 1.00 19,12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+i.60H 1 15.81 21.00 -1.12 1.12 1.03 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.80H 1 16.38 21.00 -0-81 0.81 1.66 1.00 19.12 Vu <PhiVc12 Not Reqd 0.00 0.D0 +1.20D+1.60S+0:50W+1-60H 1 16.94 21.00 -0.51 0-51 2.12 1.00 19.12 Vu <PhVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60N f 17.51 21.00 -0.21 0.21 2.41 1.00 19.12 Vu <PhiVr12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 18.07 21.90 0.10 0.10 2.53 0.91 19.01 Vu <PhVc(2 Not Reqd 0.00 0-00 +1.20D+t.60S+0.5DW+1.60H 1 18,64 21.00 0.40 0.40 2.47 1.00 19.12 Vu <PhVef2 Not Reqd 0.00 0.00 +1.200+1.60SA.50W+1.60H 1 19.20 21.00 0.71 0.71 2.24 1.00 19.12 Vu<PhVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.54W+1.60H 1 19.76 21.00 1.02 1.02 1.84 LW 19.12 Vu <PhVel2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 20,33 21.00 1.34 1.34 1.27 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.MAIM 1 20.89 21.00 1.65 1.65 0.51 1.00 19.12 Vu<PhiVc12 Not Reqd 0.00 0.00 *1200+1.60S+4.50W+1.60H 1 21.46 21.00 1.98 1.98 0.42 1.00 19.12 Vu <PhVd2 Not Reqd 0.00 0.00 +1.20D+1,60S+0.50W+1.60H 1 22.02 21.00 2.30 2.30 1.54 1.00 19-12 Vu < PhVd2 Not Reqd 0.00 0.00 +1.20D+1.60S40,50W+1.6011 1 22-59 21.00 2.63 2.63 2.84 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.209+1.60S+0.50W+1.60H 1 23.15 21.00 2.96 2.96 4.32 1.00 19.12 Vu <PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S40.50WA.60H 1 23.72 21.00 1.39 1.39 5.63 1.00 19.12 Vu <PluVcl2 Not Reqd 0.00 0.00 +1.200+1.605+0.50W+1.601-1 1 24.28 21.00 -1.06 1.06 5.63 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.200+1,60S+0.50W+1.60H 1 24.85 21.00 -2.63 2.63 4.32 1.00 19.12 Vu <PhtVc12 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H f 25.41 21.00 -2.30 2.30 2.84 L00 19.12 Vu<PhVd2 Not Reqd 0.00 0.00 +120D+1.60S+0.50W+1.6011 1 25.98 24.00 -1.98 1.98 1.54 11.00 19.12 Vu <PhVd2 Not Reqd 0.06 0.00 +1.20D+1.60S+0.50W+1.60H 1 26.54 21.00 -1.65 1.65 0.42 1.00 19.12 Vu <PNVd2 Not Reqd OR 0.00 +1.20D+1.60S+4.%W+1.60H 1 27.11 21.00 -1.34 1.34 0.51 1.00 19.12 Vu < PhiVd2 fiat Reqd 0.00 0.00 +1.20D+1.60S450W+1.60H 1 21.67 21.00 -1.02 1.02 1.27 1.00 19.12 Vu <PNW12 Not Reqd 0.60 0.00 +f.20D+1.60S+0.50W+1.60H 1 28,24 21.00 Ali 0.71 1.84 1.00 19,12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60540.50W+1.60H 1 28,80 21.00 -0.40 0.40 2.24 1.00 19.12 Vu<PhiVc12 Not Reqd 0,00 0.00 +1.200+i.609450W+1.601-1 1 29.36 21.00 -OA0 0.10 2.47 0.93 19.04 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S-450W+1.60H 1 29.93 21.00 0.21 0.21 2.53 1.00 19.12 Vu <Phftl Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 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 0.61 0.81 2-12 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.24D+1,60S+0.50W+1.60H 1 31.62 21.00 1.12 1.12 1-66 1.00 19.12 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.20D+1.60S40.50W+1.60H 1 32.19 21.00 1-42 1.42 1.03 1.00 19.12 Vu < PhiVd2 Nat Reqd 0.01) 0,00 +t.20D+1.60S+0.50W+1.60H 1 32.75 21AD 1.72 1.72 0.23 1.00 19.12 Vu<PNM12 Nat 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 <PhVd2 Not Reqd 0.00 0.00 +1.20D+i.60S+0.50W+1.60H 1 33:86 21.00 2.33 2.33 1.89 1.00 t9A2 Vu <Philld2 Not Reqd 0.00 0.00 +120D+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 +1.20[)+1.605+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+0.54W+1.60H 1 35.58 21.00 2.05 245 6.22 1.00 19.12 Vu <PNW2 Not Reqd 0.00 0.00 McClendon Engineering, Inc. Project Titie: I AA IfoMA "rL� � E 1412 4V Idaho Street, Suite 240 Engineer: �C Ocise, Idaho 83702 Project ID: /C>2 -e5- 23 (208) 342-2919 Project Descr. McCfendan Engineering Inc Beam O# Elastic Foundation t=Ile=M:11McEProjecls12018Proiecls41074.180udIeySlo4agef3uiidingslCalrsYooeng.ecfi. SoUme copyright ENERCALC. INC. 1%3-2019. 6dd.,IC19.1.30 . MCLENUON DESCRIPTION: Grade Bearn +� Detailed Smear Information Span Distance V Vu (k) Mu d'Vu[Mu Phi«Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) Reqd Suggest +1.200+1.60S+0.50W+1.60H 1 36.14 21.00 -0.44 0.44 6.59 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +12043+1.60S+0.50W+1.60H 1 36.71 21.00 -2,75 2.75 5.55 1.00 19.12 Vu < PhiVd2 Not Reqd 0-00 0.00 +1200+1,60S+0.50W+1.60H 1 37.27 21.00 -2.46 2.46 4.00 1.00 19.12 Vu <PhiVd2 Not Reqd 0.00 0.00 +t 200+1.60S+0.5CW+1.60H 1 37.84 21.00 -218 2.18 2.61 1,00 19.12 Vu < Ph U62 Nat Reqd 0.00 0.00 +1200+1.60S+0.50W+1,60H 1 38.40 21.00 -1.91 1.91 1.38 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.605+0.50W+1.60H 1 38.96 21.00 -1.65 1.65 0.30 1.00 19.12 Vu < PW62 Nal 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 Nol Reqd 0.00 0.00 +1.200+1.60S;0.50W+1.601-1 1 409 21.00 -1.15 1,15 1.41 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +120Q+1.60S+0.50W+1.60H 1 40.66 21.00 •0.91 0.91 2.06 1.00 19.12 Vu < PhiVd2 plot Reqd 0.00 0.00 +120D+1.60S+0.50W+1.68H 1 41.22 21.00 -0.68 0.68 2.57 1.00 19.12 Vu < PhiV62 Not Reqd 0.00 0.00 +1200+1.60S+0.50W+1.60H 1 41.79 21.00 -0.46 0.46 2.96 1.00 19.12 Vu < PhiV62 pial Reqd 0.00 0.00 +1.2011+1.605+0.50W+1.60H 1 42.35 21.00 -0,24 0.24 3.21 1.00 19.12 Vu<PhiVd2 NatRegd 0.00 OR +1200+1.60S+0.50W+1.60H 1 42.92 21.00 403 0.03 3.35 0.22 18.21 Vu < PhiVd2 Net Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 43.48 21.00 0.17 0.17 3.37 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.209+1.60S+0.50W+1.64H 1 44.05 21.00 0.38 0.38 3.27 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.06 +1.200+1.60S+0.501N+1.601-1 1 44.61 21.09 8.58 0.58 3.06 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1200+1.fi0S+0.50W+1.60H 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+0.501N+1.60H 1 45.74 21.00 0.97 0,97 2.30 1.00 19, t2 Vu<PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 1 46,31 21.00 1.16 1.16 175 1.00 19.12 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.200+1.60S+0.501N+1.60H 1 46.87 21.00 1.36 1.36 1.09 1.00 1912 Vu < PhiVd2 Not Reqd 0,00 0.00 +1300+1.60S+0.50NJ+1.60H 1 47.44 21-00 1.30 130 0.34 1.00 19.12 Vu<PhiVd2 NctRegd 0,00 0.00 E Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK mi D -- 1-9Project: hHaw1►4- CAAA _ No: 1024.23 Page: McClendon Scope: �CT" AMCIP4_ Date: S Z3 Checked by: Engineering Inc Item: By: Lek ftu 5t - 01f,3 { I 14rr- f'1► C 4,) Boa = rte, d, V, O; F, � H -j K, L VT �j , i E ©.0. O*z 9NO a K� 0 5- 7—T j �-kl� lot i j I 7.7 p -&F- (0-'N 111t�) Pr fR$IF 17 11' i E ' f f � E i 6122/23, 3:46 AM U.S. Seismic Design Maps 30 Tahoma Terra Yelm, WA, USA Latitude, Longitude: 46.94200431, -122.6059582 \� 1st Street Nail B Ma and Pa's Family Diner Yelm-Tenino Trail 510 2� OSH PD Tahoma Valle Golf Course Go; �;gle 4 Date Design Code Reference Document Risk Category Site Class The Shiplap Shop 507 Y & Coffee House 41 South Puget �` sound Habitat for... Hca 612212023, 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) S, 0.465 MCER ground motion. (for 1.Os period) SMs 1.545 Site -modified spectral acceleration value SM, 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 T, 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 1/3 6122123, 3:46 AM Type Value CRS 0.$08 CR1 0.891 CV 1.358 https://www.seismicmaps.org U.S. Seismic Design Maps Description Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient 31 213 A-4 JJD ec A.- 4 :2 Z75piF I Vft) 0 7p5r 17 pLfr) lF V4 0.184 0�7t? T- 50*mlo- Gov mr4s &Tit Ofetrenoms Mc, Project: -aH7ampr - 7k(LA, No: Page: 3z - McClendon scOPO:- -6-Mao-T' OEZ/cIr') Date: Checked by: Engineering Inc item: By: lirm /-AS AWNV 15 - SEISMLO- A-4 JJD ec A.- 4 :2 Z75piF I Vft) 0 7p5r 17 pLfr) lF V4 0.184 0�7t? T- 50*mlo- Gov mr4s &Tit Ofetrenoms =,WE 33 c y 2 o =,WE 33 I 0 0 LL Lai 0 O 0 0 0 0 0 0 0 La _.1 �i J m Z 5 CDz 6 Q r fl LL, pp L.L 0 L Oa d, rm 39 0 0 0 0 0 0 0 0 0 O O O O O 0 J M 35 T 0 0 0 DI 0 U 0 0 0 0 0 0 0 l � ill�l II LLI-Oo U -- 0w 0¢ MIR -1 2 40 3� MC Project..' 1-A �' Oc �L 1 .__._ No: J I d . � Page: -3-7 Scope:51�1�_ _Dc L(� � Date: 4 checked b McClendon Y Engineering Inc Item: T 3z7Pc�F gyp' I _ '5 2,70 ►���rvr , , 3- S�o�ra Cc��. �� Projeci: 1� A- �L � �—_ No:��� c� Pager McClendon Scope-'--, Date. Checked by: Engineering Inc Item: S D e n t trt9r L1 Z-77et4[SL1s.� r-cxc -+� t.c3� Z57 pc�F 1 rte' L_. 728 LF r. -r: TiZrb, W '-a -RODP CL�i S ►'1 Gc 1ti1G z� LZ,! 5707 _ !fat-!6 ,�, x 7-Y X t(a�rr OF. 0-M � Project, .. • U No:-/-O-a,; Z3 Page,_- id McClendon Scope:_ �{��.�(L-�l� Hate: -5145—Checked by: Engineering Inc item:.— By.. Fooc Si;-r+e& E3LR�t: rt'Y(j l r, pc,F --I - ! SO I b- FT- IJ J IAA%0& _ l 0 S F 7 S ps r- S` t7Sp�-� AO - Rue � L.� �, i . iJ Fr x Z'/Z. .k I Gf! �j I'7 . Se � Q. J ! � r n � .�--�--�—•---- 1. c� �- i` f-J.KO � FqO�A 41 c FS C"tAzr 3b I-J/ �Ly : 100, ,�, x 7-Y X t(a�rr OF. DRi N.;-_ Page: Q McClendon Scope., � Dg4a-r . Dg5f e IU hate. Checked by: Engineering Inc Item:— P0, tem:_P0 Too ST-rz-t-;-per ZR7 �'� 1- p ZoIO 59 tL Y t � �i V 7 Z$ jOc F l0 F/S \4 /A � ( i rC?'r S -✓!. W d 7-7-( 121 I t.J= �`O' o,('V'To ps;�(p.oU SLt o g f S -7o 0 Project. 19�lYQ` No,. 1046, 7� Page:. Li I - McClendon Scope:_ :5 MLAO $--- . Cr MC bate: Z _ Checked by; Engineering Inc Item: -------- By- es C' yeesk, � T G = Zq TSL, DC,, 7/ 6, 9 f ?Z pG F T/c, = b f G� ss t ! �i I-jpy!'i � 1� No._ IOZ9- �- Page:_ 47- Projec McClendon Scape:a _��(G� aL�fC�� Date:— � Checked by: Engineering inc item:__ �.� By �5k1 __.__-._ ' 4 ccs O• y s,�se t /n GMS �1�C�f= 0 C"" f Lo' 5 psi Z. 'rpm T`(a CM0 L"�c.c /�,G filr Sri �liFr`fIZ� Z9, f FLF !9 Prajeeil: Iia:_ loz _Z3 Page: U�3 McClendon Scope; 7i2fl�t - f n1 Date: Z Checked by: � Engineering Inc Item: gy, i Zd' lk Za q f -T: 3e,' #-4L 79 Sr�zvr fie: sir,,, T- a X lZ k /, is eui S7 -,7v i w z15s. .lip '�' Ce GAJ r�� W AV- Ct--- Stt10 � s r � �-- Ct--- Stt10 a 0 0 0 0 w 0 0 0 0 0 0 0 m 71V) 1 M lF.S �F5 O O O O ns o --- .D -.;E �j 5 DE MC Project. l�t�r — No: Page: McClendon s°OP°' ©ate: S Checked by: Engineering Inc Item: ( By: PL MA VO //9- p4F C f) --Z. O# OR OL-- a.qff/Dp..5FX/e)')t7p-,;-- Ci IT = J 57 -1.F ........ Mc_ ���7 Project: No:_ /OZ�. Z? _ Page: -4- McClendon Scope: 5�� U f&Y .1 Date: - Z� Checked by: Engineering Inc Item: By:4 r2 Cos (28 ,eso) I i - ---------- Mc D Project: No: IOZY, n Page: McClendon s"I" 1Ddn'c"$ pate: checked by: Engineering Inc Item: By: 4ssn .r. A)r ,� - 100 i 1 i2 6aadul a ryYtilR�l _ �.Zf�� f Sale [ i i E n Oe x ' 1( GA 5 P } X12 Y. x� i I i ml T U� Project:_ LAftoko, J�i�P, No: Page: McClendon Scope: i2 lLT -�N _ pate; _5z3 Checked by: Engineering Inc Item: By: �'►M � t y 7J` 1oF e 11, f 3 r- ztcq zap ice# AA VAAi� pwjck�''. cm6TC 1� COw. Pmftpt 280 Connectors for Cold -Formed Steel Construction Coiled Straps CNISTC provides countersunk fastener slots i that provide a lower screw head profile. CS, 'T CMST and CMSTC are continuous utility 4ra•4a TA straps which can be out to length on the f CS16 Hole Pattern t job site. Packaged in lightweight cartons Fasteners to be (about 40 Ib.), fall other CS straps srmh7ar) symmetrically placed Finish: Galvanized. Some products available in ZMAXa coating: see Corrosion Information, pp. 18-21, Installation: • Use ail 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 far Code Reference Key Chart �-I ID i� :' •r�,3' aaiu ; ucrre - r tK CMST14 Hole Pattern (CMST12 similar) a Ee�srcib l8 c11UGE ;r r e CMSTCI6 Hole Pattern Gauge stamped on part for easy identification. SiMP54N Stk011 die Screws not required in.t clear span r. sae Provide minimum 3x screw fen9tb diameter end distance per code for CS and CMST Equal number of / specified screvrs in each end Typical CS Installation as a Floor -to -Floor Tie Model No, TotaLength Length Connector ThickMaterness Thickness mil (ga.j Width (in.) Fastertersl'[Total} Allowable Tension Load (lb.) Code EleE Raflerl5tsrdllelst1hicknes3 33m'sl 20 a (.. G. � 43 mit (18 ga.j 54 mil (16 ga.) 33 mil (20 ga,j Q ha'! (18 p.) 54 mil (16 ga.) CMST122 40'-3" 97 (121 3 (104) #10 (70) #10 (401 #10 9,080 CMST142 CMSTC 62'-6' 58 (1fj 3 (721 410 (50) fill) (24 #1e d,GfjO 54' 54116; 3 (54) 110 (36)1610 (30) #10 CS14 100' 68 (14) 1% (28) 10 (14 goo (121 #10 2,3a5 CS16 1501 54 (16) 1 %4 (18) co (12) #10 (B) #10 1,550 IP 1, L2, FL CS18S 100' 43 (18) 1'A (14)510 (10)#110 (6)#10 1,235 CS18 200' 11/4 (14) 410 (10) #10 (6) #10 1,235 C320 250' 33 (20) 1'/4 (12) #10 (8) Iflo (6) #10 945 C522 300' 27 (22) 11/4 (10) #10 (6) #10 (&j 410 775 These products are available with additional corrosion protection. Additional products on this page may also be available with this option. Check with Simpson Strang Tie for details. 1. Use half of the fasteners in each member being connected to achieve the listed loads. 2. For CMST straps: End Length Onches) = h total fasteners x 2h' + 1" when all holes filled. Double length if only round hetes fled. 3. For CMSTCI6 straps: Ertl Length (inches) ='fe total fasteners x 1'e + 1' when all holes filed. Double length if only round holes filled. 4. For CS straps: End Length (mehes) =1/a total fasteners + 1'. 5. Total Cut Length = End Length + Clear Span r End Length. No. of Screws Used 6. Calculale the connector value for a reduced number of screws as follows: Aflowable Load = x Table Load 24 Scrams (Used} No. of Screws in Table Exarnple: CMSTCI6 on 54 nal with 24 screws: 30 Straws (Table) x 4.600 Ib. = 3.660 ib. 7. toads are based on lesser or steel strap capacity and AfSi S 100 rastener calculation. 8. See pp. 138 through 171 for more information on Simpson Strong -Tie fasteners. 0 M 0 U Lu r Z a 0 Z 0 4 M Cr 0 N 0 U U SD MCI -- !9 Project- No:— 1045' Z3 Page--51-- McClendon s c 0 P 0'- SIC Date: --i Checked b y: Engineering Inc Item: By:— UT- 74D G-7 A:t L e7,r1 5rva Lv em r r, FL�L lo C o cr%4u FOU- fo ,A* ell C r ��4�C-��.-s�,.* j�C �s �� � ��r3�� � �� � : car. -� c �; �..�._..w &CX Hr -4- ti 0 0 N O C 0 NQ7 ;Z� rD <D W 'n M m t+1 N C, G� N N N N a V Q!. Q. Q1 61 L O O O O f' r U� o M N u) h V eD W r cD oo m h a] � cD W I'll O cD m 4 M m M � Lo LO X 00 0 0 o O 0 �-- 6 O r r 0 0 0 O ch O O a N 01 6'> rh .— m c7 Os r h C) q T C r r m W M W n D rn rn D M _ of rn M SD m O� v O N r [+� cD p h O O N N N co 0 O U w cDO T D We M K C N N O w co m V o o O co M N O v, N N N N N N N N N N N N N N N N x .� x r ro 07 co N cD W O O n h nG rn r m 0 rD (D N M Q e N V W V N rn O to N u) o [p 7 h N W if ) L N N m N h O M m 'o O cD O N rn Oi c 0 0 D) N o a n'i m M r0 V m N M C7 x v, M m m r 0 n m rD D n a m cp ti Wr v) I r- co o ti n of ui co cd ' u� h rn m r rn rn n r m r u Q c0 y _rn Yv rn m v rn r m g rn ^. m r rn ... M u) r c6 6 h M LO ry N q N U C m p '- U `o r cA co W r <D u7 cD c7 O W U Q l6 �"' M u) O 7 W V of O ro o `p ,,,j Q en 't Ln <D m N .t M ui 0 r-- m M v rD 0 N n C•1 m�D n N r ti Ln a � � rn o to to m o rn v)M o .D to n o(D to 0 _ Q r co a .� W Ca CO !1 f. . m 0 h 0 00 0 . 0 c0 0 h 0 W 0 m 0 m 0 o - � � U C N (YJ rD (D O W N cD u7 r7 r (D O co t` 1 �D O W U ¢ C r G7 O u] r� N N0 r Q1 W cn tl m W V O h N O ul <D h O 91 O ul M 0 0 0 0 o ' m � n c:, Q% y LO Cl) M C1 O r W (D h m �-' Q) '7w O u r a Cry r p 6! r N r C) ua a E N Q p O .'., � `� N m m h N m M a g rn Q rn N rn co r� i c, 0 n N o m r n a Q r a a y v Z y _ } w m N -' 'o u o ° 4 oh ca a ti a n o w a oh a o_ o 'o ¢1 rn + s`e o Q o L o o a Lo o to F .0 ._ L O r 0 0- Q o 0 ,C N m II li L o P o o o 6 o 0 0 0 0 o 0 0 0 zz U) K ui ri ri O —IJ Z m rD C m N c0 V M N O 7 M N rD V c7 N C7 Q o 0 0 m ur 0 O o o cn us u7 'n ,., m m M C7 m <q n to q v v 7 N N N N x C X X % X X X % X X X X X X X X X p 0 0q 0 0 O O O O O O O O O Q O (D cD cD co O O U Q O (D O O r- r h h E W m 9 Z U _V U UU U U U U U U U U U U U U C o [7 O x b M o m u1 u) r" ) In uj C 0 0 0 0 u7 Ll] u] X X O X o X 4 x % g X 0 X x 0 K x 0 X 0 X 0 X 0 X 0 K X o X Q X q W O <D [D c0 co rD O ip cA O W r t-- ti h in ti 0 0 N O C 0 NQ7 ;Z� Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY BLANK