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S_221025_Long Shot IR_Calcs_Permit Set STRUCTURAL CALCULATIONS FOR LONGSHOT INDOOR GUN RANGE 16910 WA-507 SE YELM, WA 98597 PREPARED BY PCS STRUCTURAL SOLUTIONS OCTOBER 14, 2022 22-491 Project:Job Number:22491 Sheet: of Name:KCF Originating Office:Tacoma Date:SEPT 2022 DESIGN CRITERIA CHECKLIST CODE:LOCATION: RISK CATEGORY:(Per ASCE 7-16 Table 1.5-1 & IBC Table 1604.5) VERTICAL DESIGN CRITERIA DEAD LIVE PARTITION 20 PSF 25 PSF 15 PSF 50 PSF + 15 PSF 10 PSF 100 PSF 25 PSF - WIND DESIGN CRITERIA BASIC WIND SPEED (V) =97 MPH (Per ASCE 7-16 Sec. 26.5.1, Fig. 26.5-1A; 1B; 1C & 1D, or as required by Bld'g Dept.) EXPOSURE CATEGORY:B (Per ACSE 7-16 Section 26.7.3) DIRECTIONALITY FACTOR (Kd):0.85 (Per ASCE 7-16 Table 26.6-1) GUST EFFECT FACTOR (G):0.85 (Per ASCE 7-16 Section 26.11) TOPOGRAPHIC FEATURE:(See ASCE 7-16 Figure 26.8-1) HILL HEIGHT (H):100 FT (See ASCE 7-16 Figure 26.8-1) UPWIND DISTANCE TO HALF HILL (Lh):100 FT (See ASCE 7-16 Figure 26.8-1) 100 FT (See ASCE 7-16 Figure 26.8-1) MEAN ROOF HEIGHT:(See ASCE 7-16 Section 26.2 - Definitions) 0 FT (See ASCE 7-16 Section 26.9) ENCLOSURE CLASSIFICATION:(See ASCE 7-16 Secion 26.2 & Table 26.13-1) ROOF TYPE:(See ASCE 7-16 Figure 27.3-1) ROOF SLOPE (__:12):1.00:12 (Enter vertical rise in 12 horizontal units)q (degrees):4.76 SEISMIC DESIGN CRITERIA SITE CLASS:(Per IBC Section 1613.2.2, Assumed as "D" or per Geotech.) IMPORTANCE FACTOR (IE):1 (Per ASCE 7-16 Table 1.5-2) STRUCTURAL SYSTEM (R):5 (Per ASCE 7-16 Table 12.2-1) OVERSTRENGTH FACTOR (W o):2.5 (Per ASCE 7-16 Table 12.2-1) INFORMATION BELOW FROM APPLIED TECHNOLOGY COUNCIL (ATC) "HAZARDS BY LOCATION" LATITUDE:46.933 SS =1.278 Fa =1.200 LONGITUDE:-122.582 S1 =0.461 Fv =1.900 DEFLECTION CRITERIA FLOOR (LIVE):L/ROOF (LIVE):L/ FLOOR (TOTAL): L/ ROOF (TOTAL): L/ WALLS: L/SPECIAL: L/ SOIL DESIGN CRITERIA REPORT:NO BEARING:1500 PSF ACTIVE:35 PCF MINIMUM FOOTING DIMENSIONS: PASSIVE:250 PCF CONTINUOUS: COEFFICIENT OF FRICTION:0.35 SPREAD: FROST DEPTH: PILE TYPE:NONE VERTICAL CAPACITY :N/A LATERAL CAPACITY:N/A UPLIFT CAPACITY:N/A SIZE:N/A STAIRS: 1'-6" ELEVATION: DISTANCE FROM CREST TO SITE (x): SEE SOILS REPORT FOR ACTIVE, PASSIVE PRESSURES AND FRICTION COEFFICIENT 1'-4" 1'-6" SUSPENDED BAFFLES: YELM, WA CONCENTRATED 2000# 300# 77# 300#ROOF: OFFICE: LONG SHOT INDOOR RANGE IBC 2018, ASCE 7-16 Design Criteria - IBC2018 - Revised 04/12/21 22491 PCS Design Criteria.xls(Overall (Input)) Project:Job Number: 22491 Sheet: of Name: KCF Originating Office: Tacoma Date: SEPT 2022 MATERIALS CONCRETE Footings/Piles:Columns: Slabs/Walls:Beams: -- REINFORCING Steel Grade =60 fy =60 KSI STRUCTURAL STEEL W-Flange Beams fy =50 KSI Shapes & Plates fy =36 KSI Pipes fy =35 KSI HSS Rect.fy =50 KSI HSS Round fy =46 KSI MASONRY ASTM C90 f'm =1900 PSI GLULAM BEAMS Grade = E = Fb (BOTTOM) = Fb (TOP) = Fv = SCL PRODUCTS E = Fb = Fv = Fc = FRAMING LUMBER Joists & Studs E = Fb = Fv = Fc = Beams & Headers E = Fb = Fv = Posts & Timbers E = Fc = - -- 1400 PSI 2400 PSI 2600 PSI 1.60E+06 PSI 900 PSI 2x DF #2 2x HF #1 3000 PSI 4000 PSI 4000 PSI 4000 PSI 6x DF #1 1.60E+06 PSI 975 PSI 180 PSI 150 PSI 4x DF #2 1000 PSI - - - - 6x DF #1 1.60E+06 PSI 1350 PSI 170 PSI 900 PSI 4x HF #1 1.60E+06 PSI 1.50E+06 PSI 180 PSI 1.50E+06 PSI 975 PSI 150 PSI 1350 PSI 1350 PSI 1¾" SCL 1.30E+06 PSI 1700 PSI 285 PSI 1.80E+06 PSI 2600 PSI 285 PSI 24F-V8 1.80E+06 PSI 2400 PSI 285 PSI 2.00E+06 PSI 2900 PSI 240 PSI 240 PSI 2x SCL 3½, 5¼ SCL ASTM A500, Grade C Simple Spans Cantilevers LONG SHOT INDOOR RANGE - 1850 PSI 1.80E+06 PSI 2400 PSI 2400 PSI 24F-V4 ASTM A500, Grade C - - ASTM A992 - - - SOLID GROUTED ASTM A36 ASTM A53, Grade B Design Criteria - IBC2018 - Revised 04/12/21 22491 PCS Design Criteria.xls(Materials) Project:Job Number: 22491 Sheet: of Name: KCF Originating Office: Tacoma Date: SEPT 2022 DESIGN CRITERIA - WIND BASIC WIND SPEED (V): 97 MPH MEAN ROOF HEIGHT: 30 FT RISK CATEGORY: II GROUND ELEVATION FACTOR (Ke): 1.00 EXPOSURE CATEGORY: B ENCLOSURE CLASSIFICATION:Enclosed DIRECTIONALITY FACTOR (Kd):0.85 ROOF TYPE: Gable GUST EFFECT FACTOR (G):0.85 ROOF SLOPE (__:12): 1.0:12 q (degrees):4.76 1' 1 2 3 N/A N/A 10 SF -16.0 -26.9 -35.5 -48.4 N/A N/A 20 SF -16.0 -25.2 -33.3 -43.9 N/A N/A 50 SF -16.0 -22.8 -30.2 -37.8 N/A N/A 100 SF -16.0 -21.0 -28.0 -33.3 N/A N/A 4 5 4 5 1'1 2 3 N/A N/A 10 SF 16.9 16.9 -18.3 -22.6 -24.4 -24.4 -33.0 -45.9 N/A N/A 20 SF 16.1 16.1 -17.6 -21.1 -23.9 -23.9 -29.9 -40.5 N/A N/A 50 SF 16.0 16.0 -16.6 -19.1 -23.4 -23.4 -25.9 -33.5 N/A N/A 100 SF 16.0 16.0 -16.0 -17.6 -22.9 -22.9 -22.8 -28.1 N/A N/A 500 SF 16.0 16.0 -16.0 -16.0 -21.9 -21.9 -16.0 -16.0 N/A N/A NOTES: 1) 2) Kht = 1.00 qh = 14.3 PSF LONG SHOT INDOOR RANGE ASCE 7-16 CHAPTER 30: WIND LOADS: COMPONENTS AND CLADDING Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES WALL SURFACES & ROOF OVERHANGS Effective Wind Area WALL ZONES 16.0 16.0 PART 1: LOW-RISE BUILDINGS (h≤60 ft) ROOF SURFACES ROOF OVERHANG ZONES ASCE 7-16 30.2.2: Minimum Design Wind Loads: The design wind pressure for C&C of buildings shall not be less than a net pressure of 16 PSF acting in either direction normal to the surface. ZONE ALL ZONES 16.0 16.0 POSITIVE PRESSURES NEGATIVE PRESSURES NEGATIVE PRESSURES qi has conservatively been taken equal to qh Design Criteria - IBC2018 - Revised 04/12/21 22491 PCS Design Criteria.xls(Wind C&C) Project:Job Number: 22491 Sheet: of Name: KCF Originating Office: Tacoma Date: SEPT 2022 DESIGN CRITERIA - WIND LONG SHOT INDOOR RANGE FIGURE 30.3-1: Components and Cladding [h ≤ 60 ft]: External Pressure Coefficients, (GCp), for Enclosed and Partially Enclosed Buildings - Walls Design Criteria - IBC2018 - Revised 04/12/21 22491 PCS Design Criteria.xls(Wind C&C - Walls) Project:Job Number: 22491 Sheet: of Name: KCF Originating Office: Tacoma Date: SEPT 2022 DESIGN CRITERIA - SEISMIC ASCE 7-16 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE RISK CATEGORY: II LATITUDE: 46.933 SITE CLASS: D LONGITUDE: -122.582 IMPORTANCE FACTOR (IE):1 SS =1.278 STRUCTURAL SYSTEM (R): 5 S1 =0.461 OVERSTRENGTH FACTOR (W o):2.5 Fa =1.200 Fv =1.900 ASCE 7-16 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11.4.4 - Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters SMS = Fa*SS =1.534 SM1 = Fv*S1 =0.876 Section 11.4.5 - Design Spectral Response Acceleration Parameters SDS = 2/3*SMS =1.022 SD1 = 2/3*SM1 =0.584 ASCE 7-16 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION I & II III IV < 0.167g A A A < 0.33g B B C < 0.50g C C D >= 0.50g D D D D I & II III IV < 0.067g A A A PERIOD DETERMINATION: < 0.133g B B C Ct =0.02 < 0.20g C C D hn =30 FT >= 0.20g D D D x =0.75 D Ta = Ct*hn x =0.256 ASCE 7-16 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION:CS = SDS/(R/I) =0.204 <--CONTROLS EQ. 12.8-2 MAXIMUM: CS = 1.5*SD1/(T*(R/I)) = 0.683 EQ. 12.8-3 MINIMUM:CS = 0.044*SDS*I > 0.01 =0.045 EQ. 12.8-5 For structures located where S1 > 0.6g CS = 0.5*S1/(R/I) =0.000 EQ. 12.8-6 ASCE 7-16 SECTION 12.8.1 - SEISMIC BASE SHEAR V = CS*W =0.204*W W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 LONG SHOT INDOOR RANGE ASCE 7-16 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON SD1 ASCE 7-16 TABLE 11.6-1 SEISMIC DESIGN CATEGORY BASED ON SDS Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6-1 or Table 11.6-2, irrespective of the fundamental period of vibration of the structure. RISK CATEGORY: RISK CATEGORY: Design Criteria - IBC2018 - Revised 04/12/21 22491 PCS Design Criteria.xls(Earthquake) LONG SHOT INDOOR RANGE lateral Design SEPT 2022 HE Hazards by Location Search Information Address:16910 WA-507, Yelm, WA 98597, USA Coordinates:46.9333644, -122.5817307 Elevation:357 ft Timestamp:2022-06-06T21:03:48.846Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.278 MCER ground motion (period=0.2s) S1 0.461 MCER ground motion (period=1.0s) SMS 1.533 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.022 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.892 Coefficient of risk (1.0s) PGA 0.5 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.6 Site modified peak ground acceleration 357 ft Report a map errorMap data ©2022 Google TL 16 Long-period transition period (s) SsRT 1.278 Probabilistic risk-targeted ground motion (0.2s) SsUH 1.406 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.461 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.517 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.615 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 6,559 SF 25 METER RANGE RM 115 17,131 SF 100 METER RANGE RM 114 316 SF TRAINING RM 102 1,000 SF STORAGE RM 103 199 SF RSO RM 112 183 SF LANE ENTRY RM 107 199 SF RSO RM 110 237 SF MAINT. RM 111 544 SF LOCKERS RM 104 1,776 SF PRO SHOP RM 101 FIRING LINE (10 LANES) FIRING LINE (12 LANES) BACK STOP BACK STOP 4 A-401 4 A-401 3 A-401 3 A-401 2 A-401 2 A-401 1 A-401 1 A-401 1 1 3 3 5 5 6 6 A A BB CC 20' - 0" 30' - 0" 8' - 0"122' - 0"245' - 0" 425' - 0" 539 SF HALL RM 108 STAIR RM 109 48' - 0" 55' - 6" 103' - 6" 143 SF VEST. RM 100 138 SF STOR. RM 113 4 4 2 2 OUTDOOR AMMUNITION STORAGE AREA (10) 8' x 20" STORAGE CONTAINERS RR RR MECH. CLOSET ELEC. CLOSET 105 106 ARROW INDICATES PRIMARY BUILDING ENTRANCE SECTION MARKER, NUMBER BELOW INDICATES PAGE WHERE SECTION CAN BE FOUND, NUMBER ABOVE INDICATES THE SECTION LOCATION ON THE PAGE. DETAIL MARKER, NUMBER BELOW INDICATES PAGE WHERE DETAIL CAN BE FOUND, NUMBER ABOVE INDICATES THE DETAIL LOCATION ON THE PAGE. 1 A-101 1 A-101 1. DIMENSIONS TO FACE OF STUD UNLESS NOTED OTHERWISE 2. SEE ENLARGED FLOOR PLANS FOR ADDITIONAL INFORMATION, INCLUDING BUT NOT LIMITED TO: WALL TYPE CALLOUTS, FINISH FLOOR MATERIALS, ADDITIONAL DIMENSIONING, INTERIOR ELEVATION CALLOUTS AND DETAIL MARKERS, ETC. 3. DOOR FRAMES SHALL BE LOCATED 6" FROM FACE OF STUD TYPICAL, (U.N.O.) 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved. A-201 Project No: 2212 JUNE 1, 2022 SCHEMATIC DESIGN LO N G S H O T I N D O O R R A N G E LO N G S H O T I N C . 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A PLAN - FLOOR 1 0' 8'16' 32'1/16" = 1'-0"1 FLOOR 1 FLOOR PLAN LEGENDFLOOR PLAN GENERAL NOTES 6, 0 3 0 s f AR E A B 58'-0"122'-0"245'-0" 6,030 sf 12,630 sf 11,899 sf 17 , 8 2 5 s f 6, 7 0 1 s f DIAPHRAGM AREAS AND WALL PERIMETERS 10 3 ' - 6 " 48 ' - 6 " AREA 2 AREA 3 55 ' - 0 " AREA 1 AR E A A MEZZ ROOF AR E A C 6, 0 3 0 s f 6,030 sf 10 3 ' - 6 " AREA 1 AR E A A 58'-0" Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 lateral Design KCF N SEISMIC WEIGHT [NORTH -SOUTH Direction]× 1-----i ----------iTILTUPWALLPANELSi.12=5 Sbs -_1.022 !!!AREAI -1 I 1------f --- i.Cs =0.204W f-story)I 1 AREA} llstory )it ---t AREAZAp00tutors) DL=l5PsF -1251>SF =40ps F)W --214k Aped =60301=12 EWROOF =241k -167k =309k WALLS _ →Retveptca /Distribution DL=IIUPSF "Vpoof =76k BASE SHEAR Perimeter =21981=17--1161--1 /W=67k Height =101--1/2=91--1 - MEZZ : DL -_l5PsF )W=91k Area =60301=12 EWMEZZ =91k -11391<=2264 WALLS _ →Retveptca /Distribution DL=IIUPSF :VmEzz=28k BASE SHEAR Perimeter =21981--17--1161=1 /W=135k Height =101-+12+101--42=101--1 , Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANKE 22491 lateral Design KCF N SEISMIC WEIGHT [EASTWEST Direction]µ 1----------- TILTUP WALL PANELS "12=5 I - Sps =1.022 AREA A ---7-----(-1 i.Cs =0.204W 1240PM)AREAB I -I llstory ) 1- ---t' AREAC AA p00 tutors) DL =15ps F -125 PSF =40ps F)W=241k Aped =60301=12 EWROOF =241k -1120k =361k WALLS _ →Ret Vertical Distribution DL =116 PSF :-Vpoof =97k BASE SHEAR Perimeter =21103.91--11=20714 /W=120k Height =101--1/2=91--1 - MEZZ : DL =15ps F f W=91K Aped =60301=12 EWMEZZ =91k -1240K =331k WALLS _ →Ret Vertical Distribution DL =116 PSF :VmEzz=49k BASE SHEAR Perimeter =21103-91=11--2071--14 W=240k Height =101-+12+101--42=101--1 , Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 lateral Design KCF N SEISMIC WEIGHT [NORTH-SOUTH Direction]× 1-----i ----------iTILTUPWALLPANELS"12=5 I 1 !Sps =1.022 AREA /-I 1 1------f --- i.Cs =0.204W f-story)I 1 AREA} I llstory )it ---+ AREAZ llstopy) A p00 DL=l5PsF -1251>SF =40ps F)W=509k Aped =12,6301=12 EWAREAÉGOGK -14291<=9304 WALLS "VAREAÉ 0.2041930k) - DL=IIUPSF =190K BASE SHEAR Perimeter =3 (1221--1)--3661=1 §W=429k Height =201=1/2--101--1 - A p00 DL=l5PsF -1251>SF =40ps F)W=476k Aped =11,8991=12 EWAREA 3--4741<+5684 =1044K WALLS "Varen 5-0.20411044k ) - DL=IIUPSF =ZBKBASESHEAR Perimeter =212491-+1=4901--1 §W=568k Height =29=1/2--101--1 - Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 lateral Design KCF N SEISMIC WEIGHT [EASTWEST Direction]µ 1----------- TILTUP WALL PANELS "12=5 1 I -I5ps=1.022 AREA A f-----7-----(- i.Cs =0.204W 1240PM)AREA B I -I llstory ) 1- ---t ' AREAC It story) AB p00 DL =15ps F -125 PSF =40ps F)W=713k Aped =17,8291=12 ÉWAREAB =713k -1113k =826k WALLS _ "VAREAB -_0.2041824k) DL =116 PSF =1694 BASE SHEAR Perimeter =2/4%91=1)=97¥W=113k Height =201--1/2=101--1 A R00 DL =15ps F -125 PSF =40ps F)W=268k Aped =6,7011=12 EWAREAC =2684+1291<=39712 WALLS _ "✓AREA 3=0.204/39714 DL =116 PSF =81K BASE SHEAR Perimeter =21591--11=1111--1 |W=129k Height =29=1/2--101--1 , Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 lateral Design KCF WIND DESIGN FORCES (ASCE 70h28) Risk category . -I ✓=97 MPH →conservative to assume 100 MPH Exposure category :B KEL =1.0 Zone pressures per table 28.5-1 : CASE A (East-WEST):1--4251=1 13--1041=1 It =201=-1/2 =101=1 a =0.1 (1041--1)=10.4¥ =0.4 (101--1)=414 >0.04 (1041--1)--41=1 ,31=1 tok :9=45-1 f-=00 Zone A =pszo (Zaxh )=15.9 PSF (2×414×201--1)=2944 # Zone C =pszo (L -2A )=10.5 PSF (4291--1-2141--1))=4379 # EVCASEA =6923 #=6.9K CASE B (North-south):1--1041=1 13--4251=1 It =201=-1/2--101--1 a =0.1 (1041--1)=10.4¥ =0.4 (101--1)=414 >0.04 (1041--1)--41=1 ,31=1 tok :9=45-1 f-=00 Zone A =pszo (Zaxh )=15.9 PSF (2×414×201--1)=2944 # Zone C =pszo (L -2A )=10.5 PSF (10417-2141--1))=1008 # EVCASEA =3552 #=3.6k WIND BASE SHEAR VMAX WIND =6.9k <Vmm Ea =81k i.seismicgove.ph# 6,559 SF 25 METER RANGE RM 115 17,131 SF 100 METER RANGE RM 114 316 SF TRAINING RM 102 1,000 SF STORAGE RM 103 199 SF RSO RM 112 183 SF LANE ENTRY RM 107 199 SF RSO RM 110 237 SF MAINT. RM 111 544 SF LOCKERS RM 104 1,776 SF PRO SHOP RM 101 FIRING LINE (10 LANES) FIRING LINE (12 LANES) BACK STOP BACK STOP 4 A-401 4 A-401 3 A-401 3 A-401 2 A-401 2 A-401 1 A-401 1 A-401 1 1 3 3 5 5 6 6 A A BB CC 20' - 0" 30' - 0" 8' - 0"122' - 0"245' - 0" 425' - 0" 539 SF HALL RM 108 STAIR RM 109 48' - 0" 55' - 6" 103' - 6" 143 SF VEST. RM 100 138 SF STOR. RM 113 4 4 2 2 OUTDOOR AMMUNITION STORAGE AREA (10) 8' x 20" STORAGE CONTAINERS RR RR MECH. CLOSET ELEC. CLOSET 105 106 ARROW INDICATES PRIMARY BUILDING ENTRANCE SECTION MARKER, NUMBER BELOW INDICATES PAGE WHERE SECTION CAN BE FOUND, NUMBER ABOVE INDICATES THE SECTION LOCATION ON THE PAGE. DETAIL MARKER, NUMBER BELOW INDICATES PAGE WHERE DETAIL CAN BE FOUND, NUMBER ABOVE INDICATES THE DETAIL LOCATION ON THE PAGE. 1 A-101 1 A-101 1. DIMENSIONS TO FACE OF STUD UNLESS NOTED OTHERWISE 2. SEE ENLARGED FLOOR PLANS FOR ADDITIONAL INFORMATION, INCLUDING BUT NOT LIMITED TO: WALL TYPE CALLOUTS, FINISH FLOOR MATERIALS, ADDITIONAL DIMENSIONING, INTERIOR ELEVATION CALLOUTS AND DETAIL MARKERS, ETC. 3. DOOR FRAMES SHALL BE LOCATED 6" FROM FACE OF STUD TYPICAL, (U.N.O.) 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved. A-201 Project No: 2212 JUNE 1, 2022 SCHEMATIC DESIGN LO N G S H O T I N D O O R R A N G E LO N G S H O T I N C . 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A PLAN - FLOOR 1 0' 8'16' 32'1/16" = 1'-0"1 FLOOR 1 FLOOR PLAN LEGENDFLOOR PLAN GENERAL NOTES v = w / L = 9 7 k / 1 0 3 . 5 f t = 0 . 9 3 K L F 76k N-S 28k N-S 190k N-S 38k 38k 95k 95k 107k 107k 85k 85k 41k 41k 49k 49k 14k 14k 23k 23k 97k E-W 45k E-W 213k N-S 169k E-W 81k E-W v = w/L = 76k / 58ft = 1.31 KLF v = w/L = 190k / 122ft = 1.56 KLF v = w/L = 213k / 245ft = 0.87 KLF v = w / L = 1 6 9 k / 4 8 . 5 t = 3 . 4 8 KL F v = w / L = 8 1 k / 5 5 t = 1 . 4 7 KL F ROOF SHEAR DISTRIBUTION N AR E A B 58'-0"122'-0"245'-0" 10 3 ' - 6 " 48 ' - 6 " AREA 2 AREA 3 55 ' - 0 " AREA 1 AR E A A AR E A C MEZZ 58'-0" 6,030 sf 10 3 ' - 6 " AREA 1 AR E A A v = w/L = 28k / 58ft = 0.48 KLF v = w / L = 4 5 k / 1 0 3 . 5 f t = 0 . 4 3 K L F (ALL LOADS ARE ULTIMATE) Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 lateral Design k4= METAL DECK -AREA 1 BAY =581=1 ✗104ft (oriented parallel to 581=1 dimension) SEAM SPACING =24 " ◦a SPAN =8-5-10 .c. →Using VEPCO ROOF TABLES :try 1 '/2 "186A PLB -36 (DOUBLE SPAN ) check vertical loads : DL =15ps F SL =ZGPSF Dts =40 PSF 2 SPAN ,LEGA ,E Ft SPAN W ALLOWABLE =103 PSF >40 PSF tck check horizontal diaphragm loads : MAX DIAPHRAGM SHEAR ,V-nn-pypn.com =0.7 (374/1041--1)=249 PLF 188A ,EFI SPAN WELD PATTERN =3615 SIDE VAP ATTACHMENT =VSCZ 024"oc FVEXIBITY Factor ,Min =30 9-ALLOWABLE =1114 PLF >249 PLF ✓ok i.ufeDOUBLESPAN.IEGAPLB-3de.in# Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 lateral Design k4= METAL DECK -AREA 2 BAY =1221--1×1041=1 (oriented parallel to 124=1 dimension) SEAM SPACING =24 " ◦a SPAN =81=-10 .c. →Using VEPCO ROOF TABLES :try 1 '/2 "186A PLB -36 (DOUBLE SPAN ) check vertical loads : DL =15ps F SL =ZGPSF Dts =40 PSF 2 SPAN ,LEGA ,E Ft SPAN W ALLOWABLE =103 PSF >40 PSF tck check horizontal diaphragm loads : MAX DIAPHRAGM SHEAR ,V-nn-pypn.com =0.7 (954/1041--1)=439 KLF 186A ,81=1 SPAN WELD PATTERN =3615 SIDE VAP ATTACHMENT =VSCZ 024"oc FVEXIBITY Factor ,Min =30 9-ALLOWABLE =1114 PLF >639 PLF ✓ok i.ufeDOUBLESPAN.IEGAPLB-3de.in# Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 lateral Design KE METAL DECK -AREA 3 BAY =2491=1×491--1 (oriented parallel to 249ft dimension) SEAM SPACING =24 "oc SPAN =81=-10 .c. →Using VEPCO ROOF TABLES :try I '/2 "186A PLB -36 (DOUBLE SPAN ) check vertical loads : DL =15ps F SL =ZGPSF Dts =40 PSF 2 SPAN ,LEGA ,E Ft SPAN W ALLOWABLE =103 PSF >40 PSF tck check horizontal diaphragm loads : MAX DIAPHRAGM SHEAR ,V-nn-pypn.com =0.7 (10714491--1)=1528 PLF 188A ,EFI SPAN WELD PATTERN =3615 SIDE VAP ATTACHMENT =VSCZ 024"oc FVEXIBITY Factor ,Min =30 9-ALLOWABLE =1114 PLF <1928 PLF i.HR/0UBLESPAN,l8@1928mF=1114µF PLB -36 decking ,typ 2451=1/2 X 1528 ✗=(24517/2)/1114 RF) ✗=89ft i.high shear zone = "{㱻 -89ft =34ft ROUND UP to NEAREST EFI :HSZ =401=1 SIDE VAP ATTACHMENT =VSCZ Of"oc ofALLOWABLE =2690 PLF >1928 PLF ✓ok i-A-o-40F.ufeVSCZDL.IM Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 lateral Design KOF COLLECTOR 0625 Fpu Fpr ↑ * ↑ EQB④Leon Ector =491=1 '' ← Wtotairt LDIAPHRAGM =104ft GRAVITY LOADS (ACTING LATERALLY ): Trip =(81--1+81--1)/z =81--1 WDL =15PSF (81--1)=120 PLF WSL =25ps -1-(81--1)=200 PLF A- ← SEISMIC LOADS /ACTING VERTICALLY ): I =2.5 y = DBM /z = 18in /2 =9in /applicable for loads on either side of collector) Fp ,LEFI =95K /ULTIMATE) Wp ,Left =99K /104ft =0.91 KLF Fp ,Right =107k (ULTIMATE) Wp ,right =101%491--1 =2.18 KVF vpln-pitrn.com =FPGLS =DE Wp =(1.0)(0.91124=-12.18 HF )=3 ./KLF ⊥in Fc =VDIAPHIZAGM (Lion Ector) =3.144=(491--1)=191.7k ~say 152k →using Enepcalc ,try WIG DCR =0 i.ugewyqihecdktt.PL#W/BRACING At 16 1.7 15 Steel Column PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327 DESCRIPTION:Roof Collector Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22491 longshot.ec6 Project Title: Engineer: Project ID: Printed: 22 SEP 2022, 10:39AM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : A-992, High Strength, Low Alloy, Fy = 50 ksi 49.0Overall Column Height ft Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :W18x76 50.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 16.33 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 49.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 3,724.0 lbs * Dead Load Factor AXIAL LOADS . . . SEISMIC: Axial Load at 24.50 ft, Yecc = 9.0 in, E = 152.0 k BENDING LOADS . . . GRAVITY: Lat. Uniform Load creating Mx-x, D = 0.120, S = 0.20 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.7514 Location of max.above base 24.336 ft 382.590 k 657.32 k -116.493 k-ft Load Combination +0.6956D+2.50E Load Combination +1.20D+1.60S 158.250 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 11.368 k 0.04899 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : Applied Vn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 611.25 k-ft 0.0 k-ft Maximum Load Reactions . . (see tab for all) Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 7.840 k Bottom along Y-Y 7.840 k Maximum Load Deflections . . . Along Y-Y 1.088 in at 24.664 ft above base for load combination :+D+S Along X-X 0.0 in at 0.0 ft above base for load combination : 232.050 Sketches LONG SHOT INDOOR RANGE GRAVITY CAVS AUG 2022 KCF 1 1 3 3 5 5 6 6 A A BB CC 4 4 2 2"NOT FOR CONSTRUCTION"38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L NNEG EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.7/ 2 0 / 2 0 2 2 5 : 4 0 : 4 2 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t In d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ d m o r f o r d P C S . r v t S-201 Project No: 2212 JULY 19, 2022 DESIGN DEVELOPMENT LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A FOUNDATION PLAN LO N G S H O T I N D O O R S H O O T I N G R A N G E 1/16" = 1'-0"S-201 1 FOUNDATION PLAN 9 1/4" TILT-UP CONCRETE F8.0 F4.0 F4.0 F4.0 F4.0 F4.0 F4.0 F4.0 2'-6" X 10" STRIP FTG, TYP F4.0 F4.0 F4.0 F4.0 C2 C2 C2 C2 C2 C2 F4.0 C2 C2 C2 C2 C2 C2 C1 6" CONCRETE SLAB ON GRADE w/ #4 @ 16" O.C. EACH WAY TYP SEE 5" CONCRETE SLAB ON GRADE w/ #4 @ 16" O.C. EACH WAY TYP SEE FOUNDATION MAP N (ALL LOADS ARE ULTIMATE) 1 1 3 3 A A BB CC 4 4 2 2"NOT FOR CONSTRUCTION"38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L NNEG EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.7/ 2 0 / 2 0 2 2 5 : 4 0 : 5 2 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t In d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ d m o r f o r d P C S . r v t S-203 Project No: 2212 JULY 19, 2022 DESIGN DEVELOPMENT LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A SECOND FLOOR FRAMING PLAN LO N G S H O T I N D O O R S H O O T I N G R A N G E 1/8" = 1'-0"S-203 1 LEVEL 2 FRAMING PLAN 12 ' - 4 " 17 ' - 6 " 17 ' - 6 " 17 ' - 0 " 23 ' - 6 " 6' - 8 " 7' - 6 " MB1 MJ1 MB2 6-3/4x24 GL *ALL BEAMS ARE SIZED FOR 1HR FIRE RATING 6-3/4 x 22-1/2 GL MB2MB2 MB1MB1 MB2 MB4 14" TJI 560 @ 16" oc MJ3 14" TJI 210 @ 16" oc MJ2 14" TJI 360 @ 16" oc MJ2 MJ4 14" TJI 110 @ 16" oc C1 MB3 6-3/4x24 GL MB2 MB2 MB2 MB4 MB4 MB2 MB4 6-3/4 x 13-1/2 GL MB3 MB3 see canopy calcs for partial map see stair calcs for partial map see stair calcs for partial map MEZZ BEAM MAP N 1 1 3 3 5 5 6 6 A A BB CC 4 4 2 2"NOT FOR CONSTRUCTION"38554 J YER N KS. L E I FFE A L EOIN EE E P R F O S S GN NI R GTATSN O T AFOE W N IHS U T S R RA T C U L NNEG EE R I 525 COLUMBIA ST. | OLYMPIA, WA 98501 360.915.8775 | tasolympia.com All material herein constitutes the original and unpublished work of the architect and may not be used, duplicated, or disclosed without the written consent of the architect. Copyright © 2022 by Thomas Architecture Studio. All rights reserved.7/ 2 0 / 2 0 2 2 5 : 4 0 : 5 6 P M C : \ _ R e v i t M o d e l s \ 2 2 4 9 1 L o n g s h o t In d o o r R a n g e R 2 0 2 1 ( C e n t r a l ) _ d m o r f o r d P C S . r v t S-204 Project No: 2212 JULY 19, 2022 DESIGN DEVELOPMENT LO N G S H O T I N D O O R R A N G E 16 9 1 0 W A - 5 0 7 S E | Y E L M , W A ROOF FRAMING PLAN LO N G S H O T I N D O O R S H O O T I N G R A N G E 1/16" = 1'-0"S-204 1 ROOF FRAMING PLAN 28 L H 0 9 @ 8 ' - 0 " O . C . 32 L H 1 1 @ 8 ' - 0 " O . C . EQ B M * W24x94 W24x55 RJ 1 RJ 1 RJ 2 RB1 RB2 24'-0"58'-0"24'-0"24'-0" *ref lateral calcs W1 8 x 7 6 SUBDIAPHRAGM A*SUBDIA B* WT3X7.5 @ 8FT O.C.WT3X7.5 @ 8FT O.C.WT3X7.5 @ 8FT O.C.WT3X7.5 @ 8FT O.C. 24'-0" WT3X7.5 @ 8FT O.C. SUBDIA B*SUBDIA C*SUBDIA C* ROOF BEAM MAP N Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF ROOF Joists L =47ft WVRFD trips =81=100 ↓↓ OF<× w☐<=49 PSF (81--1)=360 PLF Wsu =25 PSF (81--1)=200 PLF →LL -un FACTORED VALUE Wurfp =1-2D 1-1-65 =752 PLF →TL -FACTORED VALUE try 284T →using VULCRAFI LOAD TABLE , TL =8101>LF >752mF tok i.ufe28LH09080.CI LL =309 PLF >200 PLF ✓ok L =541=1 WVRFD trips =81=100 ↓↓ a-Own=49 PSF (81--1)=360 PLF × L ✗ Wsu =25 PSF (81--1)=200 PLF →LL -un FACTORED VALUE Wurfp =1-2D 1-1-65 =752 PLF →TL -FACTORED VALUE try 32kt →using VULCRAFI LOAD TABLE , TL =811 PLF >752mF toki.ufe324.tl/o8'0ILL--308PLFd200P4=tok Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF MEZZ Joists ☒L =211=1 WASP Trips =16in /12--1.331=1 ↓↓ a-OXLX WDL =IGPSF WLL =GO PSF +IGPSF =65ps F WASD =Dts =80 PSF try 14 " -1+1 016"oc →For Cates Pet FORTE WEB DESIGNER printout:.use14"-tl560d16"I ☒L =19.291--1 WASP Trips =16in /12--1.331=1 ↓↓ a-OXLX WDL =IGPSF WLL =GO PSF +IGPSF =65ps F WASD =Dts =80 PSF try 14 " -1+1 016"oc →For Cates Pet FORTE WEB DESIGNER printout i.uselti-j-1360dluh.IT Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF MEZZ Joists ☒L =17.291=1 WASP Trips =16in /12--1.331=1 ↓↓ a-OXLX WDL =IGPSF WLL =GO PSF +IGPSF =65ps F WASD =Dts =80 PSF try 14 " -1+1 016"oc →For Cates Pet FORTE WEB DESIGNER printout i.me/4''-j-12l0d16%cf ☒L =131=1 WASP Trips =16in /12--1.331=1 ↓↓ a-OXLX WDL =IGPSF WLL =GO PSF +IGPSF =65ps F WASD =Dts =80 PSF try 14 " -1+1 016"oc →For Cates Pet FORTE WEB DESIGNER printout i.me/4''-j-l1l0d16'oc-- Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1131 @ 2 1/2"1396 (2.25")Passed (81%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)1111 @ 3 1/2"2390 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5880 @ 10' 8 1/2"11275 Passed (52%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.426 @ 10' 8 1/2"0.525 Passed (L/592)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.524 @ 10' 8 1/2"0.700 Passed (L/481)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 47 45 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"214 928 1142 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"214 928 1142 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 11" o/c Bottom Edge (Lu)21' 3" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 21' 5"16"15.0 65.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Mezz, Floor: Joist 21FT 1 piece(s) 14" TJI® 560 @ 16" OC ForteWEB Software Operator Job Notes 9/2/2022 2:51:45 PM UTCKellie Filips PCS Structural Solutions (206) 595-8675 kfilips@pcs-structural.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: Mezz Joists Page 2 / 5 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1047 @ 2 1/2"1202 (2.25")Passed (87%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)1027 @ 3 1/2"1955 Passed (53%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5027 @ 9' 11"7335 Passed (69%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.448 @ 9' 11"0.485 Passed (L/521)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.551 @ 9' 11"0.647 Passed (L/423)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 46 45 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"198 859 1058 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"198 859 1058 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 6" o/c Bottom Edge (Lu)19' 8" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 19' 10"16"15.0 65.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Mezz, Floor: Joist 19.25FT 1 piece(s) 14" TJI® 360 @ 16" OC ForteWEB Software Operator Job Notes 9/2/2022 2:51:45 PM UTCKellie Filips PCS Structural Solutions (206) 595-8675 kfilips@pcs-structural.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: Mezz Joists Page 3 / 5 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)940 @ 2 1/2"1134 (2.25")Passed (83%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)920 @ 3 1/2"1945 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4045 @ 8' 11"4490 Passed (90%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.369 @ 8' 11"0.435 Passed (L/566)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.455 @ 8' 11"0.581 Passed (L/460)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 48 45 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"178 773 951 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"178 773 951 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 10" o/c Bottom Edge (Lu)17' 8" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 17' 10"16"15.0 65.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Mezz, Floor: Joist 17.25FT 1 piece(s) 14" TJI® 210 @ 16" OC ForteWEB Software Operator Job Notes 9/2/2022 2:51:45 PM UTCKellie Filips PCS Structural Solutions (206) 595-8675 kfilips@pcs-structural.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: Mezz Joists Page 4 / 5 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)713 @ 2 1/2"1041 (2.25")Passed (68%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)693 @ 3 1/2"1860 Passed (37%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2311 @ 6' 9 1/2"3740 Passed (62%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.149 @ 6' 9 1/2"0.329 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.183 @ 6' 9 1/2"0.439 Passed (L/863)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 58 45 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/360). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - SPF 3.50"2.25"1.75"136 589 724 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.75"136 589 724 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 1" o/c Bottom Edge (Lu)13' 5" o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 7"16"15.0 65.0 Default Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED Mezz, Floor: Joist 13ft 1 piece(s) 14" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 9/2/2022 2:51:45 PM UTCKellie Filips PCS Structural Solutions (206) 595-8675 kfilips@pcs-structural.com ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 File Name: Mezz Joists Page 5 / 5 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF ROOF BEAMS RBI L =361=1 WVPFD Lb =81=1 ↓↓ a-✗× × × ×obits=1021=-1/2--511--1 ✗L X ✗\\ w☐<=49%1=(511--1)--2295 PLF Lb TYP Wsu =25PSF (511--1)=1279 PLF ↑↑k=V=% 2295174--1361=1) =41.3k Wiped =1.2D 1-1-65 =4794 PLF Ppi z peg ,= 1279134=(341--1)=23k 2 DETERMINE SECTION : ASSUME ⊥≤Lp :-4mn =+Mp =4FyZ× 2 Mu =WI =4794104=(361--1)=7774ft 8 8 Mu ≤4Mp=4FyZ✗ Zx ≥My =77714=1×12 =207in}→Using Also table 3-2 : &Fy 0.91501%1 )2514ms >207in 3 :.tpyw 24×94 Lp =6.9917 →Lp <Lb <LR LR =21.21=1 _:check 4-B CHECK VATERAL TORSIONAL BUCKLING : Cb =1.0 46mn =Cb [otbmpy -4bBF(Lb -Lp)]≤4bMpx &bMpx =99314=1 (Aisc Table 3-2)=1.0 [95314-1--261<(81--1-6.991--1)] ¢bBF =26k (Aisc Table 3-2)=92714=1 <95314=-1 :HBtF CHECK DEFLECTION : I =2700 int Jok aw = = 5 (12744--112)/361=1×12)+ =0.62in,<air ,max =4360 =361=1×12/360 =I -21N (SNOW ONLY )384 EI 384/29×10 "psi)(2700Mt ) ✓ok a -1L =#= 5 (357074--112)/361=1×12)+ =1.72in,<a -14 MAX =4240 =361=-1×14240 =1.8in (Bts )384 EI 384/29×10 "psi)(2700 int ) camber needed ?: 0.841>2--0-8 )=0.815 (22944--112)/361=1×12)ᵗ 384/29×10 "psi )(2700µg ))=°-89in -°-75in =0 -29in <0 .>gin, 384 EI "NO CAMBER REQ'D :useW24×9t@ Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 vertical Design KOF ROOF BEAMS RB2☐L =131=1 WVRFD Lb =81=1 ↓↓ ✗A-ITlfips=1021=-1/2--511--1 X L X ✗⊥ \\ W☐<=49%1=(511--1)--2295 PLF ↑↑k=V=¥ Wsu =25PSF (511--1)=1279 PLF 2295174--1131=1) =149K WLRFD =1.2D 1-1-65 =4794 PLF Rpi 2 ps , =1279%1=(131--1)=8.3k DETERMINE SECTION : ASSUME ⊥≤Lp :-4mn =+Mp =4FyZ× 2 Mu =WI =4794104=(131--1)=10114=1 8 8 Mu ≤4Mp=4FyZ✗ Zx ≥My =10114=1×12 =27in }→using Also table 3-2 : olfy 0.91501%1 )134in 's >27h13 :.tpyw 24×55 Lp =4-731=1 →Lp <Lb <LR LR =13.91=1 :check 4-B CHECK VATERAL TORSIONAL BUCKLING : Cb =1.0 46mn =Cb[¢bMpy -4bBF(Lb -Lp)]≤4bMpx &bMpx =90314=1 (Aisc Table 3-2)=1.0 [50314--1-22.21<(81--1-4-7317)] ¢bBF =22.2k (Aisc Table 3-2)=43114--1<50314--1 CHECK DEFLECTION : I =1350 int take ALL =5wL4 gggg±- = 5112744=112)(131=1×12)" =0.02in <air ,max =4360 =131=1×12 /zuo =0.43in 384/29×10 "psi )(1350 int )tck ATL =5Wh 't = 0.06in <ATL ,MAX =4240 =13 #✗14240 =0.65in zqqc = 5/3%54=112)(131=1×144 384/29×10 "psi)(1350 int ) camber needed ?: 0.84<=0-8 )=0.815 (22944--112)/131=1×12)+ 384/29×10 "psi )(1390µg ))=°-⊥IN <0.75in "NO CAMBER REA'D 384 EI :UseW24X@G5 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KUF PER ARCH ,UP SIZE BEAMS FOR IHR FIRE RATING : ACHAR =1.51N :AEFF =1.81N (NDS TABLE 16.21A) BIHR =b-a EFF =b-1.8in d IHR =d-DEFF =d-1.8in SIHR =BIHR (d1HÑ 6 ITHK =bi HR (di HRP 12 MIHR =5111-12 Fb ADTUFL BENDING STRENGTH : Fb' =2.83Fbcpcvcu Fb =2400Psi CD =1.0 (FLOOR) Cv - -based on initial dimensions ]dont apply together CL =based on reduced dimensions Beam Size 6-3/4 x 24 GL 6.75 in 4.95 in 24 in 22.20 in 407 in3 4513 in4 81,319 LBFT 6-3/4 x 22-1/2 GL 6.75 in 4.95 in 22.5 in 20.70 in 354 in3 3659 in4 70,701 LBFT 6-3/4 x 13-1/2 GL 6.75 in 4.95 in 13.5 in 11.70 in 113 in3 661 in4 22,587 LBFT 5-1/8 x 24 GL 5.125 in 3.325 in 24 in 22.20 in 273 in3 3032 in4 54,623 LBFT M1HRI1HR 1HR FIRE RATED ALLOWABLE MOMENTS b b1HR d d1HR S1HR Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF MEZZ BEAMS ☒L =23.91=1 Trips =17-1671=1/2 =8.981=1 WTOTAL ↓↓ WDL =IGPSF (8.981--1)=129pct A-OXLX Wu =(aopsf -115ps F)(8.581--1)=559 PLF ↑↑k=V=% 129124=123-517)=1.5K Wto-1mL =D -1L =686 RF Ppi 2 pm =559104=(23.51--1)=6.Lek 2 check loading : MMAX =WI =686104=(23.51--1)" =49,355431=1 <81,319431=1 8 8 i.tpy 6314 ✗246L →Cv =0.89 check adjusted strength : Fb " /HR =2.83 Fb Cv =2.83/2400 Psi)(0.89)=6044 Psi Fbi HR =M =49,355431=1×12 =1396 Psi <6044ps i Jok 8111-12 407in> check deflection : tok ALL =GWLL # =5159984=112)(23-51=1×12)" =0.41in <due,mA× =4480--2%51=1×14480 =0.99in 384 EI 38411.8×10 "Psi )(4913in") tck ATL =GWTL # =5/68684=112)(23.91=1 ✗/2)+ =0.58in <a -12,Max =4360--2%51=1×14360 =0.78in 384 EI 38461.8×10"Psi )(4513in") check camber peq.lt : 5112984=112×23.51--1×12)" 0.84dL =0.81 GWDL #)=0-8 (gqqg.gyyupgiygqg.my f =0.09in <0.75in "no camber Motel 384 EI :use6%×2<I Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 vertical Design KUF MEZZ BEAMS MB L =17.51=1 Trips =(1817-12117)/2--191=1 WTOTAL ↓↓ Wish =IGPSF (191--1)--285 PLF A-OXLX Wu =(aopsf -119ps F)(191--1)=1235 PLF ↑↑k=V=w£ 285124=(17.55-1)--2.912Wto-1mL =D -1L =1920 FF Ppi 2 pm =1235104=617.51--1)=10.8K 2 check loading : MMAX =WI =1520 PLF /17.51--132 =58,188431--1 <81,319431=1 8 8 i.tpy 6314 XZZY-z.GL →Cv =0.93 check adjusted strength : Fb " /HR =2.83 Fb Cv =2.8312400ps-1)(0-93)=6317 Psi Fbi HR =M =59188431=1×12 =1973 Psi <6317 Psi top 8111-12 354in 3 check deflection : t.pe ALL =GWLL # =51123584=112)(17.91=1×12)" =0.40in <due,mA× =4480 = ""#✗14480 =0.44in 384 EI 38461.8×10 "Psi )(3499in") tck ATL =GWTL # =0.49in <a -1L,MAX =4360 = ""#✗14360 =0.58in zgg g-± =5/152084=112)(17.51=1×144 38411.8×10 "Psi )(3659in") check camber req't : 5128584=1144751--1×12)")=0.07in <0.75in -:no camber Req'do.co ADL =0.81GW "#]=°[zq¢(1.8×106 psi )(3659in384EI :Ufe_Ñ Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF MEZZ BEAMS ATHAIR ⑨1=211--1 HANDING MBI MBI :DL =19131=(131-+12×2117/2)=255¥× 131=1 ↓EFT y LL =65PsF(")=1105#A-OXLX PTOTAL =PDLTPLL =1360 #↑F-Pb /L ↑D=Pa /L DL =0.312×81=1/211--1 =0.1k DL =0 -3k -0.1k =0.2k LL =t.lk/8Ft/2lFl=o.4k LL =I -1k -0.4k =0.7k check loading : Mmax =Pqb_=136011=(81--1×131--1)=6735 LBFI <54,623431=1 211--1 :_try 5 '/EX 246L (IIHR __3032in") (MUST BE EQUAL DEPTH -10 MBI ) check deflection :tok ALL =Pua%' = 1105 #(81--1×14%131=1×142 =0.06in <due.mn/n--44Eo =211=1×14480 =0.53in ZELI 3/1.8×10"Psi)(211=1×12)(3032in")tot ATL =Ricans = 1360 #(81--1×14%131=1×142 =0.07in <a -12,MAX =4360=21 #✗14360 =0.7in ZELI 3/1.8×10"Psi )(211=1×12)(3032in't) :ute5YE×24G# Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KUF MEZZ BEAMS M4 1=81--1 Trips =(1817-12114)/2--191=1 WTOTAL ↓↓ Wish =IGPSF (191--1)--285 PLF A-OXLX Wu =(aopsf -119ps F)(191--1)=1235 PLF ↑↑k=V=w& 285124=(17.55-1)--2.912Wto-1mL =D -1L =1920 FF Ppi 2 pm =1235104=617.55-1)=10.8K 2 check loading : MMAX =WI =1520 PLF /81-+5 =12,160431--1 <22,58743ft 8 8 i.try 63/4×13'kGL →Cv =1.0 check adjusted strength : Fb " /HR =2.83 Fb Cv =2.83/2400 Psi)/1.0)=6792 Psi Fbi HR =M =14140431=1×12 =1291 Psi <6792Psi top 8111-12 113in 3 check deflection : t.pe ALL =GWLL # =51123584=112)(81=1×12)" =0.10in <due,mA× =4480 = #✗14480 =0.2in 384 EI 38411.8×10 "Psi )(661in") tck ATL =GWTL # =5/152084=112)(81=1×12)+ =0.12in <a -12,MAX =4360 = 8 #✗14360 =0.27in 384 EI 38411.8×10 "Psi )(661in") check camber req't : 0.84dL =0.81 GWDL c)=0.8/3%28%4=112)(81=1×12)")=0.02in <0.75in :no camber Req'd 384 EI 411.8×10 "Psi )(661in :Use_Ñ3 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF RBI RBZ COLUMNS ↓y-↓ , ☒1--201=1 (FULL HEIGHT) Pin -Pin i.It =to MBS MBS aaoo.ro →arson ;m:*-1 ¥-[* 9.25ftFBI:PDL =41.3K Psu =23K RBZ :PDL =14.9k Pst =8.3k It ¥. MBZ :PDL =2-9k PLL =10.8k MBZ :PDL =2.5K Pit =10.8K EPDL =61.2k EPLL =21.6k EPSL =31.3K DETERMINE ULTIMATE AXIAL FORCE : LCZ :1.2D -11.6L 1-0.5s =1.2 (61.44+1.6/21.612)-10.5 (31.3k)=124K LCZ :1.2D -11.65 1-L =1.2161.2k )+1.he /31.3k)-121.6K =145k ☆comtpoie :-Pu =149k DETERMINE COLUMN SIZE : try Hss 7×7×44 →using AISC table 4-4 ,¢Pn =159K >149K "K i.utcHss7l7xYt@Footing.A 1=-16 =I =61.2k +21.4k +31.3K =45.61=12 2500 PSF BFTG =FAFTG =6.791=1 :UfeF7. Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF COLUMNS 1--9.251=1 (TYP ,I Hory )MBZMBZ Pin -Pini:1<=1.0 ¥↓, A.500 Grc →Fy =50 Ksi 101=1 MBZ :DL =2.9K LL =to -Ek MBZ :DL ="LL =" A-\ Seppi 9K Epic =21.6k DETERMINE ULTIMATE AXIAL FORCE : Pu =1.2D -11.6L =1.215k)-11.6 /21.6k)=40.6k DETERMINE COLUMN SIZE : try HSS 6×6×44 →using AISC table 4-4 ,¢Pn =199K >40.6k "K i.utcHSS6X6xY4@Footing.A t.to =I =5k -121 -UK =1.11=12 2500 PSF BFTG =Fft =1.031=1 turf Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF TILTUP WALL PANELS WALL PARAMETERS :GRAVITY LOADS :LATERAL LOADS : f 'c =4000 psi DL ROOF =49 PSF SDS =1022 WEA =47.4ps F twain =9.25in St ROOF =25 PSF ✓=97 MPH WW =22.5ps F d.=4.25in DLMEZZ =15ps F W wait =116 PSF LLMEZZ =65ps F E =3in +9.251=1/2 =7.6in ☆REF ATTACHED MATH CAD SHEETS FOR CALCULATIONS A b =12in HWALL =22.91=1 ROOF TRIB =551--1/2--27.51=1 :'WALL REINFORCING :(1)#5 Of oc B b =18in HWALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =491--1/2--24.91=1 MEZZTPIB =71=1/2 =3.91=1 WALL TRIB →LEFT =51--1/2 =2.51--1 RIGHT =51=1/2 =2.51=1 :'WALL REINFORCING :(1)#5 Of oc C b =26in HWALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =491=1/2 =24.5ft MEZZTPIB =71=112 =3.91=1 WALL TRIB →LETT =21=1/2--11--1 RIGHT =3-4=1/2 =1.791=1 :'WALL REINFORCING :(1)#5 Of oc Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 vertical Design KUF TILT UP WALL PANELS ☆REF ATTACHED MATH CAD SHEETS FOR CALCULATIONS ☐b =12in H WALL =22-91=1 ROOF TRIB =491=1/2 =24-51=1 WALL Trips →RIGHT =3.5¥=1.29ft :'WALL REINFORCING :(2)#9 Bar 0 E.F . E b =941N H WALL =22.91=1 ROOF TRIB =491=1/2 =24.517 WALL TRIB →piatt =141=1/2 =71=1 i.WALL REINFORCING :11411-608 " oc F b =12in HWALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =551=1/2 =2751=1 MEZZTRIB =241--112--121=1 WALL Trips →RIGHT =3T¥=1.791=1 :'WALL REINFORCING :(1)#5 Of oc G b =trim HWALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =551=1/2 =2751=1 MEZZTPIB =241--1/2 =121--1 WALL Trips →RIGHT =61=1/2 =3ft :'WALL REINFORCING :(1)#5 Of oc Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF TILT UP WALL PANELS ☆REF ATTACHED SPREADSHEET FOR CALCULATIONS H b =18in HWALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =81=1 ME 2-2-trips =201=1/2 =101=1 WALL TRIB →LETT =51--1/2 =2.91--1 RIGHT =51=1/2 =2.51=1 :'WALL REINFORCING :(l )#GO /Éoc I b =12in HWALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =81=1 ME 2-2-trips =201=1/2 =101=1 WALL TRIB →LETT =41=1/2 =21=1 RIGHT =6-671=1/2 =3.331=1 "WALL REINFORCING :(l )#GO 12 " oc t b =trim H WALL =10.51=1 ☆apply weight at Metz level ROOF TRIB =81=1 ME 2-2-trips =201=1/2 =101=1 WALL TRIB →LETT =41=1/2 =21=1 RIGHT =41=1/2 =21=1 "WALL REINFORCING :(l )#GO 12 " oc Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 vertical Design KOF [INTERIOR] TILT UP WALL PANELS ☆REF ATTACHED SPREADSHEET FOR CALCULATIONS K b =18in HWALL =10.91=1 ☆apply weight at Metz level ROOF trips =81--1×2 =161--1 ME 2-2-trips =221=1/2 =111=1 WALL Trips →LEFT =31=1/2 =1.GFI RIGHT =31=112 =1.5ft i.WALL REINFORCING :(l )#G 012 " oc L b =12in HWALL =10.51=1 ☆apply weight at Metz level ROOF trips =81=1×2 =1617 MEZZ trips =24=1/2 =111=1 i.WALL REINFORCING :(1)#GO 12" oc M b =121N H WALL =22.91=1 ROOF trips =(555++4914)/2 =521=1 WALL trips =11=1 i.WALL REINFORCING :(1)#GO 12 " oc Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION A Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 22.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 0ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 116 plf×=:= EQ 0.4 Sds× I× wp× 47.42 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 22.52 plf×=:=Windint 5psf Aw× 5 lb ft 1-×=:= Parameters Exterior := Wind 22.52 plf×= www.pcs-structural.com Incorporated 1969 1250 Pacific Ave. Ste 701Tacoma, WA 98402 (253) 383-2797 * (253) 383-1557 fax 811 First Ave. Suite 620 Seattle, WA 98104 22491 Longshot Panel A.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 47.4 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 27.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 0ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+2082 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 861 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1833lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 908 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+3914 lb×=:= Pu2 Pu2R Pu2W+1769 lb×=:= Check Pu/Ag < Limit Pu1 Ag 35.3 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.55 in×=:=c1 a1 0.65 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.5 in×=:=c2 a2 0.59 in×=:=Check2 "OKAY"= www.pcs-structural.com Incorporated 1969 1250 Pacific Ave. Ste 701Tacoma, WA 98402 (253) 383-2797 * (253) 383-1557 fax 811 First Ave. Suite 620 Seattle, WA 98104 22491 Longshot Panel A.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 6711 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6111 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.38 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +41 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.34 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +38 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 6.15 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 6.07 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+5198 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+3938 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 DL2+LL+SL+( ) Wt× Lt1× 4125 lb×=:= P1W w Wt× h 2 × 1305 lb×=:= Lateral Load ws wu 1.4 33.87 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= www.pcs-structural.com Incorporated 1969 1250 Pacific Ave. Ste 701Tacoma, WA 98402 (253) 383-2797 * (253) 383-1557 fax 811 First Ave. Suite 620 Seattle, WA 98104 22491 Longshot Panel A.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+3549 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.22 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.11 in×=h 150 1.80 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) www.pcs-structural.com Incorporated 1969 1250 Pacific Ave. Ste 701Tacoma, WA 98402 (253) 383-2797 * (253) 383-1557 fax 811 First Ave. Suite 620 Seattle, WA 98104 22491 Longshot Panel A.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION B Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 18in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 166.5 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 2.5ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 2.5ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 754 plf×=:= EQ 0.4 Sds× I× wp× 308.24 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 146.39 plf×=:=Windint 5psf Aw× 32.5lb ft 1-×=:= Parameters Exterior := Wind 146.39 plf×= 22491 Longshot Panel B.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 308.2 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 24.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1.5ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 3.5ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+3438 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1205 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1283lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 635 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+4721 lb×=:= Pu2 Pu2R Pu2W+1841 lb×=:= Check Pu/Ag < Limit Pu1 Ag 28.4 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.38 in×=:=c1 a1 0.45 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.33 in×=:=c2 a2 0.39 in×=:=Check2 "OKAY"= 22491 Longshot Panel B.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 7100 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6259 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.4 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +47 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.34 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +41 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.24 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.23 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+5760 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+4786 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+2992.5 lb×=:= P1W w Wt× h 2 × 913.5 lb×=:= Lateral Load ws wu 1.4 220.17 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 1187 in 4×=:= Mcr fr Ig× t 2 10146 ft lb××=:= 22491 Longshot Panel B.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+4054 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.02 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel B.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION C Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 26in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 240.5 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 1ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 1.75ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 570.33 plf×=:= EQ 0.4 Sds× I× wp× 233.15 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 110.73 plf×=:=Windint 5psf Aw× 24.58lb ft 1-×=:= Parameters Exterior := Wind 110.73 plf×= 22491 Longshot Panel C.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 233.2 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 24.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 2.17ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 3.5ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+4967 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1741 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1853lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 918 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+6820 lb×=:= Pu2 Pu2R Pu2W+2659 lb×=:= Check Pu/Ag < Limit Pu1 Ag 28.4 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.29 in×=:=c1 a1 0.34 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.24 in×=:=c2 a2 0.28 in×=:=Check2 "OKAY"= 22491 Longshot Panel C.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 7828 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6584 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.43 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +54 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.36 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +46 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.19 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.18 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+5370 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+3980 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+4322.5 lb×=:= P1W w Wt× h 2 × 1319.5 lb×=:= Lateral Load ws wu 1.4 166.54 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 1715 in 4×=:= Mcr fr Ig× t 2 14656 ft lb××=:= 22491 Longshot Panel C.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+3768 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.01 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel C.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 13-194 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION D Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 22.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 1.25ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 261 plf×=:= EQ 0.4 Sds× I× wp× 106.7 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 50.67 plf×=:=Windint 5psf Aw× 11.25lb ft 1-×=:= Parameters Exterior := Wind 50.67 plf×= 22491 Longshot Panel D.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 13-194 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 106.7 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 24.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 0ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+1855 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 767 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1833lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 908 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+3687 lb×=:= Pu2 Pu2R Pu2W+1675 lb×=:= Check Pu/Ag < Limit Pu1 Ag 33.2 psi×=Check "Pu OKAY!"= Reinforcing (2) #5BAR Area of Steel:As 0.62in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 1 in×=:=c1 a1 1.18 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.95 in×=:=c2 a2 1.12 in×=:=Check2 "OKAY"= 22491 Longshot Panel D.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 13-194 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 11496 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 11002 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.69 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +59 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.65 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +57 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 7.34 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 7.25 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+9034 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+7732 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+1715 lb×=:= P1W w Wt× h 2 × 1305 lb×=:= Lateral Load ws wu 1.4 76.21 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= 22491 Longshot Panel D.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 13-194 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+5415 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.22 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.17 in×=h 150 1.80 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel D.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION E Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 94in:= Wall Height h 22.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 869.5 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 7ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 1720.67 plf×=:= EQ 0.4 Sds× I× wp× 703.41 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 334.07 plf×=:=Windint 5psf Aw× 74.17lb ft 1-×=:= Parameters Exterior := Wind 334.07 plf×= 22491 Longshot Panel E.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 703.4 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 24.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 7.83ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 0ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+14528 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 6007 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 14356lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 7111 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+28884 lb×=:= Pu2 Pu2R Pu2W+13118 lb×=:= Check Pu/Ag < Limit Pu1 Ag 33.2 psi×=Check "Pu OKAY!"= Reinforcing (12) #5 @ 8 Area of Steel:As 3.72in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.79 in×=:=c1 a1 0.93 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.74 in×=:=c2 a2 0.87 in×=:=Check2 "OKAY"= 22491 Longshot Panel E.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 72896 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 68774 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+4.24 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +402 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+3.96 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +384 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 6.79 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 6.7 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+61402 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+51754 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+13434.17 lb×=:= P1W w Wt× h 2 × 10222.5 lb×=:= Lateral Load ws wu 1.4 502.43 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 6200 in 4×=:= Mcr fr Ig× t 2 52987 ft lb××=:= 22491 Longshot Panel E.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+36435 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.22 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.15 in×=h 150 1.80 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel E.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION F Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 1.75ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 319 plf×=:= EQ 0.4 Sds× I× wp× 130.41 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 61.93 plf×=:=Windint 5psf Aw× 13.75lb ft 1-×=:= Parameters Exterior := Wind 61.93 plf×= 22491 Longshot Panel F.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 130.4 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 27.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 12ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+3582 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 986 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 855lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 424 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+4438 lb×=:= Pu2 Pu2R Pu2W+1410 lb×=:= Check Pu/Ag < Limit Pu1 Ag 40 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.56 in×=:=c1 a1 0.66 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.49 in×=:=c2 a2 0.58 in×=:=Check2 "OKAY"= 22491 Longshot Panel F.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 6855 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6010 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.39 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +42 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.34 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +37 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.35 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.32 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+3381 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+2241 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+2885 lb×=:= P1W w Wt× h 2 × 609 lb×=:= Lateral Load ws wu 1.4 93.15 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= 22491 Longshot Panel F.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+2264 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.02 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel F.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION G Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 3ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 464 plf×=:= EQ 0.4 Sds× I× wp× 189.68 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 90.09 plf×=:=Windint 5psf Aw× 20lb ft 1-×=:= Parameters Exterior := Wind 90.09 plf×= 22491 Longshot Panel G.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 189.7 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 27.5ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 12ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+3582 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 986 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 855lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 424 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+4438 lb×=:= Pu2 Pu2R Pu2W+1410 lb×=:= Check Pu/Ag < Limit Pu1 Ag 40 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.56 in×=:=c1 a1 0.66 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.49 in×=:=c2 a2 0.58 in×=:=Check2 "OKAY"= 22491 Longshot Panel G.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 6855 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6010 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.39 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +42 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.34 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +37 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.35 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.32 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+4198 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+3058 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+2885 lb×=:= P1W w Wt× h 2 × 609 lb×=:= Lateral Load ws wu 1.4 135.49 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= 22491 Longshot Panel G.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+2847 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.02 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel G.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION H Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 18in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 166.5 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 2.5ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 2.5ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 754 plf×=:= EQ 0.4 Sds× I× wp× 308.24 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 146.39 plf×=:=Windint 5psf Aw× 32.5lb ft 1-×=:= Parameters Exterior := Wind 146.39 plf×= 22491 Longshot Panel H.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 308.2 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 8ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1.5ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 10ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+2784 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 532 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1283lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 635 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+4067 lb×=:= Pu2 Pu2R Pu2W+1168 lb×=:= Check Pu/Ag < Limit Pu1 Ag 24.4 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.37 in×=:=c1 a1 0.44 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.32 in×=:=c2 a2 0.38 in×=:=Check2 "OKAY"= 22491 Longshot Panel H.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 6910 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6061 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.38 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +45 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.33 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +40 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.24 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.23 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+5484 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+4503 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+2040 lb×=:= P1W w Wt× h 2 × 913.5 lb×=:= Lateral Load ws wu 1.4 220.17 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 1187 in 4×=:= Mcr fr Ig× t 2 10146 ft lb××=:= 22491 Longshot Panel H.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+3732 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.02 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel H.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION I Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi= Es 29000000psi:= Ec 3604997 psi=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 2ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 3.33ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) 734.28 plf=:= EQ 0.4 SdsIwp300.17 plf=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd KzKztIwindVwind 2psf20.47 psf=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GCAw142.56 plf=:=Windint 5psf Aw31.65lb ft 1-=:= Parameters Exterior := Wind 142.56 plf= 22491 Longshot Panel I.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 300.2 plf= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 8ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 10ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds+( ) DL1 Lt1Wt( ) DL2 Lt2Wt( ) +1.6 LLWtLt2+0.5SL WtLt1+1856 lb=:= Pu2R .9 .2 Sds-( ) DL1 Lt1Wt( ) DL2 Lt2Wt( ) +355 lb=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds+( ) wbh 2 855lb=:= Pu2W .9 .2 Sds-( ) w bh 2 424 lb=:= Total Vertical Load:Pu1 Pu1R Pu1W+2712 lb=:= Pu2 Pu2R Pu2W+778 lb=:= Check Pu/Ag < Limit Pu1 Ag 24.4 psi=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy+ 0.85 fcb0.52 in=:=c1 a1 0.61 in=:=Check1 "OKAY"= a2 Pu2 As Fy+ 0.85 fcb0.47 in=:=c2 a2 0.56 in=:=Check2 "OKAY"= 22491 Longshot Panel I.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As FyPu1+( ) d a1 2 - 6376 ft lb=:= Mn2 0.9 As FyPu2+( ) d a2 2 - 5832 ft lb=:= Aseff1 As Pu1 Fy t 2d  +0.36 in 2=:=Icr1 n Aseff1d c1-( ) 2b c1 3 3 +39 in 4=:= Aseff2 As Pu2 Fy t 2d  +0.32 in 2=:=Icr2 n Aseff2d c2-( ) 2b c2 3 3 +36 in 4=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1h2 .75( ) 48EcIcr11.33 in=:=n2 5 Mn2h2 .75( ) 48EcIcr21.31 in=:= Ultimate Moment Mu1 wu h2 8 Pu1R ecc 2 +Pu1R Pu1W 2 + n1+4978 ft lb=:= Check "Wall Okay!"= Mu2 wu h2 8 Pu2R ecc 2 +Pu2R Pu2W 2 + n2+4311 ft lb=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) WtLt1DL2 LL+( ) WtLt2+1360 lb=:= P1W w Wth 2 609 lb=:= Lateral Load ws wu 1.4 214.41 plf=:= Wall Properies fr 474.34 psi=Ig b t 3 12 791 in 4=:= Mcr fr Ig t 2 6764 ft lb=:= 22491 Longshot Panel I.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2 8 P1R ecc 2 +P1R P1W 2 + si+3420 ft lb=:= Cracked Section Deflection cr 5 Mcrh 2 48 EcIg0.05 in=:= Service Deflection s 5 Mserh 2 48 EcIg=If Mser < Mcr s. 5 Mcrh 2 48 EcIg 5 Mser Mcr-( ) h2 48 EcIcr1+=If Mser > Mcr s 0.02 in=h 150 0.84 in= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel I.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION J Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 2ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 2ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 580 plf×=:= EQ 0.4 Sds× I× wp× 237.1 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 112.61 plf×=:=Windint 5psf Aw× 25lb ft 1-×=:= Parameters Exterior := Wind 112.61 plf×= 22491 Longshot Panel J.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 237.1 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 8ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 10ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+1856 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 355 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 855lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 424 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+2712 lb×=:= Pu2 Pu2R Pu2W+778 lb×=:= Check Pu/Ag < Limit Pu1 Ag 24.4 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.52 in×=:=c1 a1 0.61 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.47 in×=:=c2 a2 0.56 in×=:=Check2 "OKAY"= 22491 Longshot Panel J.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 6376 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 5832 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.36 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +39 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.32 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +36 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.33 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.31 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+4108 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+3442 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+1360 lb×=:= P1W w Wt× h 2 × 609 lb×=:= Lateral Load ws wu 1.4 169.36 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= 22491 Longshot Panel J.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+2799 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.02 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel J.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION K Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 18in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 166.5 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 1.5ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 1.5ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 522 plf×=:= EQ 0.4 Sds× I× wp× 213.39 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 101.35 plf×=:=Windint 5psf Aw× 22.5lb ft 1-×=:= Parameters Interior Exterior := Wind 22.5 plf×= 22491 Longshot Panel K.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 213.4 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 16ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1.5ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 11ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+3880 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 923 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1283lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 635 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+5163 lb×=:= Pu2 Pu2R Pu2W+1559 lb×=:= Check Pu/Ag < Limit Pu1 Ag 31 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.39 in×=:=c1 a1 0.46 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.33 in×=:=c2 a2 0.39 in×=:=Check2 "OKAY"= 22491 Longshot Panel K.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 7229 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6177 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.4 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +47 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.34 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +41 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.25 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.23 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+4639 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+3360 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+3000 lb×=:= P1W w Wt× h 2 × 913.5 lb×=:= Lateral Load ws wu 1.4 152.42 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 1187 in 4×=:= Mcr fr Ig× t 2 10146 ft lb××=:= 22491 Longshot Panel K.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+3123 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.01 in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel K.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION L Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 10.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 0ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 116 plf×=:= EQ 0.4 Sds× I× wp× 47.42 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 22.52 plf×=:=Windint 5psf Aw× 5 lb ft 1-×=:= Parameters Interior Exterior := Wind 5 plf×= 22491 Longshot Panel L.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 47.4 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 16ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 11ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+2587 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 616 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 855lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 424 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+3442 lb×=:= Pu2 Pu2R Pu2W+1039 lb×=:= Check Pu/Ag < Limit Pu1 Ag 31 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.54 in×=:=c1 a1 0.64 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.48 in×=:=c2 a2 0.57 in×=:=Check2 "OKAY"= 22491 Longshot Panel L.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 6579 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 5906 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.37 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +40 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.33 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +37 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 1.34 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 1.32 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+1808 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+939 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+2000 lb×=:= P1W w Wt× h 2 × 609 lb×=:= Lateral Load ws wu 1.4 33.87 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= 22491 Longshot Panel L.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+1148 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.05 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 7.99 10 3-´in×=h 150 0.84 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel L.xmcd 4 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Concrete Slender Wall Design IBC 2015 / ACI 318-14 Description ELEVATION M Design Criteria Concrete Strength fc 4000psi:=Wall Thickness(nominal)t 9.25in:= Steel Strength Fy 60000psi:=Section Width b 12in:= Wall Height h 22.5ft:=Section Depth d 4.25in:= Wall Weight w 116psf:=Gross Area Ag 111.0 in 2×= Modulus of Elasticity Limit Pu /Ag (ACI 11.8.1.1d) Limit 240 psi×= Es 29000000psi:= Ec 3604997 psi×=n 8.04= Loads Lateral Loads Seismic Load Sesmic Wall Weight SWW 116psf:=(Includes weight of wall, veneer, furring, etc.) Left Side Trib to Pier w1 0ft:=Sds 1.022:=I 1.00:= Right Side Trib to Pier w2 0ft:= Lateral Weight of Pier and Trib to Pier wp SWW b w1+w2+( ) × 116 plf×=:= EQ 0.4 Sds× I× wp× 47.42 plf×=:= Wind Load Kd .85:=Kzt 1.0:=Vwind 97:=mph Kz 1.0:=Iwind 1.00:= qz .00256Kd Kz× Kzt× Iwind× Vwind 2×psf× 20.47 psf×=:= Wind force: GC 1.1:=From Figure 30.3-1 in ASCE 7-16 Aw b w1+w2+( ) := Windext qz GC× Aw× 22.52 plf×=:=Windint 5psf Aw×:= Parameters Interior Exterior := Wind 5 plf×= 22491 Longshot Panel M.xmcd 1 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Max Lateral wu max EQ 1.6Wind, ( ):=wu 47.4 plf×= Roof Tributary to Segment Vertical Loads Roof Dead Load DL1 45psf:=Tributary Length Lt1 52ft:= Roof Snow Load SL 25psf:=Wall Width Trib.Wt b 1ft=:= Mezz Tributary to Segment Mezz Dead Load DL2 15psf:=Tributary Length Lt2 0ft:= Mezz Live Load LL 65psf:= Factored Vertical Load: (Load Combinations per IBC 1605.2) Pu1R 1.2 .2 Sds×+( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1.6 LL× Wt× Lt2×+0.5SL Wt× Lt1×+3936 lb×=:= Pu2R .9 .2 Sds×-( ) DL1 Lt1× Wt×( ) DL2 Lt2× Wt×( ) +× 1628 lb×=:= Eccentricity ecc 7.6in:= Factored Wall Weight:Pu1W 1.2 .2 Sds×+( ) w× b× h 2 × 1833lb=:= Pu2W .9 .2 Sds×-( ) w b× h 2 × 908 lb×=:= Total Vertical Load:Pu1 Pu1R Pu1W+5769 lb×=:= Pu2 Pu2R Pu2W+2535 lb×=:= Check Pu/Ag < Limit Pu1 Ag 52 psi×=Check "Pu OKAY!"= Reinforcing #5 @ 12"o.c Area of Steel:As 0.31in2:= Stress Block Properties 0.85:= Over Reinforced Section? ACI Limit for ϕ = 0.9 a1 Pu1 As Fy×+ 0.85 fc× b× 0.6 in×=:=c1 a1 0.7 in×=:=Check1 "OKAY"= a2 Pu2 As Fy×+ 0.85 fc× b× 0.52 in×=:=c2 a2 0.61 in×=:=Check2 "OKAY"= 22491 Longshot Panel M.xmcd 2 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Wall Strength Mn1 0.9 As Fy× Pu1+( ) × d a1 2 - × 7222 ft lb××=:= Mn2 0.9 As Fy× Pu2+( ) × d a2 2 - × 6326 ft lb××=:= Aseff1 As Pu1 Fy t 2d  ×+0.41 in 2×=:=Icr1 n Aseff1× d c1-( ) 2× b c1 3× 3 +43 in 4×=:= Aseff2 As Pu2 Fy t 2d  ×+0.36 in 2×=:=Icr2 n Aseff2× d c2-( ) 2× b c2 3× 3 +39 in 4×=:= Initial deflection based upon maximum moment (Mn). (ACI eq. 11.8.3.1b) n1 5 Mn1× h2× .75( ) 48× Ec× Icr1× 6.24 in×=:=n2 5 Mn2× h2× .75( ) 48× Ec× Icr2× 6.1 in×=:= Ultimate Moment Mu1 wu h2× 8 Pu1R ecc 2 ×+Pu1R Pu1W 2 + n1×+6770 ft lb××=:= Check "Wall Okay!"= Mu2 wu h2× 8 Pu2R ecc 2 ×+Pu2R Pu2W 2 + n2×+4574 ft lb××=:= Check "Wall Okay!"= Service Load Deflection Check Vertical Loads P1R DL1 SL+( ) Wt× Lt1× DL2 LL+( ) Wt× Lt2×+3640 lb×=:= P1W w Wt× h 2 × 1305 lb×=:= Lateral Load ws wu 1.4 33.87 plf×=:= Wall Properies fr 474.34 psi×=Ig b t 3× 12 791 in 4×=:= Mcr fr Ig× t 2 6764 ft lb××=:= 22491 Longshot Panel M.xmcd 3 of 4 Project: Longshot Indoor Range Subject: Tilt Wall Designs Originating Office: Tacoma Job No: 22-491 Name: kcf Date: Sept 2022 Initial Deflection Assumption si .25in:= Service Load Moment Mser ws h2× 8 P1R ecc 2 ×+P1R P1W 2 + si×+3386 ft lb××=:= Cracked Section Deflection cr 5 Mcr× h 2× 48 Ec× Ig× 0.22 in×=:= Service Deflection s 5 Mser× h 2× 48 Ec× Ig× =If Mser < Mcr s. 5 Mcr× h 2× 48 Ec× Ig× 5 Mser Mcr-( ) × h2× 48 Ec× Icr1× +=If Mser > Mcr s 0.11 in×=h 150 1.80 in×= Check "Deflection < h/150 OKAY"= (ACI Section 11.8.1.1e) 22491 Longshot Panel M.xmcd 4 of 4 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF strip FOOTING Allowable soil bearing capacity =of =2500 PSF check 30 "wide strip ftg : PMAX =qB =2500 PSF (30in /K)=6290 PLF PROOF =(45 PSF -125psF)(591--1/2)=1929 PLF PMEZZ =(IGPSF +65psF)(1.331--1)=106 PLF PWALL =(116ps F)(271--1)=3132 PLF Ep =9163 PVF <6290mF tek :use 30 " ✗10 " strip check thickness $Reinforcing : As ,MIN =0.0018 bh =0.0018 (no in)(10in )=0.at in' As ,PROVIDED =(2)#5 =0.62in 2 >0.94 in2 tok iufez-HHM.pl/l0''thioKgwll4H-sbaprcont.TYP . Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF ENTRY CANOPY CBI "")( ""[Ctl CBI /( conCOLL Ctl a-%'s " COLI -0 g-Colt GHSS)(Hss) Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF AUG 2022 CANOPY Joists L =26.91=1 WVPFD SPANS I -13 =21=1 SPAN 2--22.51=1 ↓↓ Trip =14=1/2--61--1 spans ¥1k✗µ SPAN I SPAN 3 ^ < ✗ WDL =19 PSF WSL =25ps F PER ARCH ,try Hss 6×6 Using Enepcalc ÷÷'try HSS 6×6×5/16 DCF =0.418 ✓ok i.UA/tss6i6x916J-oiI- Steel Beam PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327 DESCRIPTION:CJ1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22491 longshot.ec6 Project Title: Engineer: Project ID: Printed: 22 SEP 2022, 9:42AM Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.418 : 1 Load Combination +1.20D+1.60S Span # where maximum occurs Span # 2 Location of maximum on span 11.250 ft 3.915 k Mn * Phi : Allowable 51.000 k-ft Vn * Phi : Allowable HSS6x6x5/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 2 Load Combination +1.20D+1.60S 80.566 k Section used for this span HSS6x6x5/16 Mu : Applied Maximum Shear Stress Ratio =0.049 : 1 22.500 ft 21.326 k-ft Vu : Applied 204 >=180. 200 Ratio =128 >=120. Maximum Deflection Max Downward Transient Deflection 0.844 in 319Ratio =>=180. Max Upward Transient Deflection -0.235 in Ratio = Max Downward Total Deflection 1.353 in Ratio =>=120. Max Upward Total Deflection -0.376 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.3762 0.000 +D+S 2 1.3527 11.400 0.0000 0.000 +D+S30.0000 11.400 -0.3762 2.000 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.1803.180 Overall MINimum 0.7160.715 D Only 1.1931.193 +D+S 3.1803.180 +D+0.750S 2.6832.683 +0.60D 0.7160.715 S Only 1.9881.988 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF AUG 2022 CANOPY BEAMS ⑤1=221--1 WVPFD SPAN 1--61=1 SPAN 2=2-51--1 SPAN 3--13-51=1 ↓↓ Trips =21--1+22-4=1/2--13.291--1 × A-%¥ 1 SPAN.✗SPAN 2X SPAN 3 ✗ w☐L=KPsF ↑↑↑ DL =1.5K =1.9K =t.lk Wsu =25ps F SL ==lick RX =3.9K =G.ok =2.9K CALL SERVICE LOADS]PERARCH ,try Hss 6×6 Using Enepcalc ÷÷÷ try Hss 6×6×416 Jok DCF =0.271 i.UA/tSS6X6x%6BEAM# Steel Beam PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327 DESCRIPTION:CB1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22491 longshot.ec6 Project Title: Engineer: Project ID: Printed: 22 SEP 2022, 11:26AM Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Load Resistance Factor Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.0150, S = 0.0250 ksf, Tributary Width = 13.250 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.271 : 1 Load Combination +1.20D+1.60S Span # where maximum occurs Span # 1 Location of maximum on span 6.000 ft 6.208 k Mn * Phi : Allowable 51.000 k-ft Vn * Phi : Allowable HSS6x6x5/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 2 Load Combination +1.20D+1.60S 80.566 k Section used for this span HSS6x6x5/16 Mu : Applied Maximum Shear Stress Ratio =0.077 : 1 2.500 ft 13.833 k-ft Vu : Applied 3,802 >=180. 533 Ratio =2376 >=120. Maximum Deflection Max Downward Transient Deflection 0.169 in 852Ratio =>=180. Max Upward Transient Deflection -0.008 in Ratio = Max Downward Total Deflection 0.270 in Ratio =>=120. Max Upward Total Deflection -0.013 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.2704 0.000 0.0000 0.000 +D+S20.0000 0.000 -0.0126 1.250 +D+S 3 0.2143 7.470 0.0000 1.250 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.9313.856 2.873 Overall MINimum 1.1090.868 0.646 D Only 1.8491.446 1.077 +D+S 4.9313.856 2.873 +D+0.750S 4.1603.253 2.424 +0.60D 1.1090.868 0.646 S Only 3.0822.410 1.796 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF PCBI (SP't #2) CANOPY COLUMNS ↓ F →+④1--14-291=1 Hss 6×6×1/4 CANTILEVER COLUMN SYSTEM A =G.24in - ⊥FIX-FREE (4--2.1)It 5=9.54 in ' -:KL =14.291--162.11--301=1 4pm =p,=50k (Aisc table 4-4) Mu Apoof =6301=12 ⊥4mn =Me =4214=1 (Aisc table 3-B) "'+SDS =1.022 12=1.25 DETERMINE ULTIMATE AXIAL FORCE : Pepsi →DL =1.89kt SW =2-1k 8W =IAPLF (14.251--1)=0.3K SL =3 .lk Pu =1.2D -11.6L =1.212.1k)-11.613.1k)=7.9k DETERMINE LATERAL FORCE : ✓=Cswp Cs =SDS /(Rt)=/'022/(1.29/1.0)=0.818 Wp =10%1=(6301--12)=6.3K :V =0.818/6.314--5 -2k F =V12 =G.2k /2 =2-UK Mu =FH =2.41<(91--1)=23.414=1 DETERMINE COLUMN SIZE : try 1-1556×6×44 →¢Pn =Gok >7.9k "K COMPUTE BIAXIAL LOADING : Pu =7.5K =0.15 <0.2 :-Pu +Mu =7.9k go ,, 1-23-414=1 =0.71 <1.0 tok Pc 50K 2Pa Me 4214=1 :useHSS6t Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF CANOPY COLUMNS C④CONT. BASE PLATE : →Try 1¥✗1¥17 Are =(141m12 =196in' AFTG =(1.671=1×125 =324in ' Pp =0.85 f-'cApLAFtG/Ap(≤1.7ft CAR tck =0.8913 Ksi )(196in')/3214^17196 in, -=647k ≤1.763 Ksi)(196in2)=1000k 4Pa =0.651647k)=421k >2.UK :use 14 " ✗14 " Base PL m=n =L =14in -0.9516in)=8.3in ✓ok 2124k ) =0.24in <0.25in :use 44" thick PL Min+min =f)2PM =&"""\o.at >upsi )(196in )0.9 FYAPL , !14 " ✗14 " ✗Ya " PL is acceptable Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONG SHOT INDOOR RANGE 22491 Vertical Design KOF CANOPY COLUMNS PCBI (spt#1) ↓L =/G.4.71=1 (015°ANGLE ) T TPini-Pini:1<=1.0 A.500 Grc →Fy =50 Ksi Pops ,→DL =I -9kt SW =I -8K It SW =IAPLF (15.471--1)=0.3k SL =2.4K i.Pu =1.2D -11.6L =1.211.8k)+1.612.4k)=Uk A-I Pv =Pepsi =Uk PV Pcouz ==-6k =6-2K:Poor ;is.cos 0 costs ⊥axial load on straight column µ L ←....PH DETERMINE COLUMN SIZE : try HSS 6×6×44 →using AISC table 4-4 ,¢Pn =197k >6.2k "K :utcH% BASE PLATE : →Try 1¥✗1¥PL Are =(141m12 =196in' AFTG =(1.671--1×12)' =324in ' Pp =0.85 f-'cApLAF+%p(≤1.7ft CAR tck =0.8913 Ksi )(196in')/3214^17196 in, -=647k ≤1.763 Ksi)(196in2)=1000k 4Pa =0.651647k)=421k >6.2K :use 14 " ✗14 " Base PL m=n =L =14in -0.9516in)=8.3in tok 216 -2k) =0.368in <0.375in i.use %" Eminzpu =&""")g.a(zupsi )(196in ) trim =f)o .qFyAR !14 " ✗14 " ✗%" is acceptable I Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF CANOPY COLUMN FOOTING Pco"Pear ↓↓Note :(1)FOOTING FOR 2 COLUMNS in ~ g-=2500ps -5 Roll →DL =2.1kt 0.3k =2.4k ,1-+,,-1 1-,/PLINTH SL =3.1K ¥'¥21 "t#✗✗ PCOLZ →DL =1.8K to -3k =2.1K 㱻 1.yz"314" ,.y;㱻 GRADE 52=2 -4K µ#FOOTING PPLINTH -DL =150pct (3.91--1×217×217)=2.1K 3'-6 " MAX EPA wow =Dts =(2.4K -12.1K -12.1k)+(3.1k -124K)=12.1k of =PIA :Amin,=P/q=""Ktzaoopsf =4.81=12 -say 51=12 AFIG =21=1 WIDE ✗3-51=1 LONG =71=12 >5 #top check thickness $Reinforcing : As ,MIN =0.00186h =0.0018142in )(12in)=0.91in ' As ,PROVIDED =(3)#5 =0.93in ≥>0.91in'✓4-i.Ufc 3 '-6 "wide ✗12"thick footingwl(3)#sbareaohway@ Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 vertical Design KOF stair FRAMING 553 ¥582 DEBT g, ""°" " Ei Ef E E E 553 MB3 Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KUF STAIR FRAMING ④L =16.91=1 WVPFD trips =3.51=1/2--1.291--1 ↓↓ a-a- X L X WDL =1581=(1.291--1)--19 PLF Wsu =100 PSF (1.251--1)=129mF Wu =1.2119mF)+t.li/125P4--)=223P4-- DETERMINE section : Mn =WGI =6223Pa-7616.51=15 =7590431=1 =7.614=1 8 →Using table 3-11 ,try 42×20.7 (I --129in") 4mn =6914=1 >7.6kt tck CHECK DEFLECTION :for ALL =5Wh Lt =5/1251-4=112)(16.91=1×12)" =0.06in <4480 =14-9=1×122 =0.4in480 3846-1 384/29×10 "Ksi )(129in) for ATL =5Wh Lt =5/2231-4=112)(16.91=1×12)" =0.1in <4360 =14-9=1×122 =0.6in 360 3846-1 384/29×10 "Ksi )(129in) iufecfzx20-7ohannels-SPT-DL-0.ZKLL-t.lk Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF AUG 2022 STAIR FRAMING L =8.51=1 Trips =41=1/2--21--1 Win =19 PSF /21=1)=ZOPLF wiped WLL =100 PSF (21--1)=200mF ↓↓ a-a- Wu =1.2130mF )-11.612001><F)=356 PLF ✗L ✗ DETERMINE section : Mn =WGI =(356mF )(E-51=15 =32151131--1--3.214=1 8 →Using table 3-11 ,try 42×20.7 (I --129in") 4mn =6914=1 >3.2kt tck :UfeCf2X20-7ohannel# SPT →DL =0.1K LL =0.9k ④L =131=1 trips =41--1/2--21=1 PSBI PsB3 ↓↓ Wish =19 PSF (21--1)=30 PLF A- ✗21=1 ✗21=1 ✗ Wu =IOOPSF (21--1)=200 PVF 91=1 A- Wu =1.2/30 PLF)+t.li/200P4--)--356PLF ✗ L ✗ ✗ Psa 001=-1 →DL =0.03K →Pu =1.210.03k)-11.610.2k)=0.4k LL =0.2K 13133021=1 →DL=0.03K →Pu =1.210.03k)-11.610.2k)=0.4k LL =0.2K DETERMINE section : MUMAX =w ([+a)2 (L -a)2 =356mF (111--1+21--114111=1-21--1 )- =g.0314=1 812 86111=112 →Using table 3-11 ,try 42×20.7 (I --129in") 4mn =6914=1 >G.0314=1 tck iufecfZXZO-7ohannelsp-t.eeDL=0.3k LL =1.9k SPTZ →DL =0.2K LL =t.lk Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF AUG 2022 STAIR FRAMING L =9-831=1 SPAN /=SPAN 2=4.91517 trips =21=-1/2--11--1 WVPFD Wish =19 PSFIIFI)=KPLF ↓↓ Wu - -100131=(11--1)=100B¥A-A A- ✗L X Wu =1.2115mF)-11.61100mF)=178mF × SPAN I × SPAN -2 ✗ Ed Ed ☆design each span as separate beam DETERMINE section : Mu =WLZ =6178 PVFJGA -9151=1)" =538431=1 =0.514=1 8 8 →Using table 3-11 ,try 42×20.7 (I --129in") 4mn =6914=1 >0.514=1 tck i.HR/2X20-7ohanneSP- I →DL =0.0312 LL =0.2k SPTZ →DL =0.1K LL =0.4K ④L =21=1 PSBI ↓µ Psb,→DL =0.1K ✗ L × LL =0.6K Pu =1.210.1k )-11.610.6k )=t.lk DETERMINE section : Mu =Put =1.11<(21--1)=2.214=1 →using table 3-13 tpyltss 7×7×44 (I --46.5in ")"UHHSSIYHHsupportbeamfobM.tn =58.114=1 >2-214=1 tok SPT →DL =0.7k LL =1.0k Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF AUG 2022 STAIR FRAMING L =9.831=1 SPAN /=SPAN 2=4.91517 trips =21=-1/2--11--1 WDL =19 PSF /11=1)=KPLF WLL =100131=(11--1)=IOOPLF Pss }Pssa Wu =1.21144=1 -11.61100mF)=178mF wiped ↓↓ ↓↓ a-A-a- Pssz 24-1471--1 →DL =0 >It ✗L ✗ LL =0.9k ✗SPAN I ✗SPAN -2 ✗ Ed Ed Pu -_1.210.1k )-11.610.914 =1.6K ☆design each span as separate beam DETERMINE section : Mn =Wut +Puab =(h8PvF¥491SF#+1.61<(4-1671--1)(0-7481--1)=1.614--1 8 L 4.9151--1 →using table 3-13 try Hss 7×7×44 ¢bMn =58.114=1 >1.414=1 top "useHss7xÑ SPTI →DL =0.03k LL =0.2k sptz →DL =0.3k LL =2.4K ④1=41--1 Pssz Pssa -DL =0.3k ↓µ LL =1.9K ✗ L × Pu =1.210.3k )-11.611.9K )=3.4K DETERMINE section : Mu =Put =3.41<(41--1)=13.4k →using table 3-13 tpytlss 7×7×44 "UHHSSIYXYtsupportbeamfobmn-GE.lk/-t >13.614=1 tok SPT →DL =0.3K LL =1.9k Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 vertical Design KUF STAIR COLUMN 1--61=1 A.500 Grc →Fy =50 Ksi Ps B4 PsB4 Pstsz ↓↓Pspsz CHECK BRACED COLUMN CONDITION : ↓↓Pin -Pin i.1<=1.0 Tt PSBL →DL =0.7K L LL =1.0k 13134 →DL =0.3k LL =1.9k A-+Pu =1.2D -11.6L =1.2/0.74×2 -10.34×2)+1.4 (1.04×2-11.912×2)=11.7k CHECK CANTILEVER COLUMN CONDITION : Fix -FREE :-1<=2.1 SDS =1.022 Rp =2.5 Z =61=-1Fp→lap =1.0 Ip =1.0 h =241=1 A =101--1×(414+81712)=801--12 L Wp =EW ssz ssz SBI 5132 5133 5134 Waza mine =[(2×1317)+(2×8.917)-1101=1 ]20 -TPLF +[(2×21--1)-1101=1 +(2×41--1)]22.42pct =1100 #+500#=1600 # ""+WVANDING =IOPSF (801--12)=800 # :.Wp =1600#-1800#=2.4k Fp =0 .4apS☐sWp (1+24)±0.411.014.024124k )/+26T¥, =0.6k KP /Ip 2.9/1.0 Fp ,MIN =0.35ps Ipwp =0.311.022)(1.0)(2.4k)=0.8k >0.6k →:Ufc tips -_0.8K Fp ,MAX =0.650s Ipwp =0.611.022× 1.0 )(2.4k)=1.9k >0.6k top →using Enepcalc ,try Hss 6×6 DCR =0.056 i.UA/tss6X6x416@ Steel Column PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327 DESCRIPTION:SC1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22491 longshot.ec6 Project Title: Engineer: Project ID: Printed: 22 SEP 2022, 3:43PM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top Pinned, Bottom FixedAnalysis Method : , A500, Grade C, Fy = 50 ksi, Carbon Steel 6.0Overall Column Height ft Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS6x6x5/16 50.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 6.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 6.0 ft, K = 2.1 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 140.040 lbs * Dead Load Factor AXIAL LOADS . . . sb2: Axial Load at 6.0 ft, Xecc = -2.80 in, D = 0.70, L = 1.0 k sb2: Axial Load at 6.0 ft, Xecc = 2.80 in, D = 0.70, L = 1.0 k sb4: Axial Load at 6.0 ft, Yecc = 2.80 in, D = 0.30, L = 1.90 k sb4: Axial Load at 6.0 ft, Yecc = -2.80 in, D = 0.30, L = 1.90 k BENDING LOADS . . . fp: Lat. Point Load at 6.0 ft creating Mx-x, E = 0.80 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.05601 Location of max.above base 0.0 ft 11.848 k 211.533 k 0.0 k-ft Load Combination +1.20D+1.60L Load Combination +1.404D+L+E 51.0 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.80 k 0.01192 : 1 Location of max.above base 6.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : Applied Vn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 51.0 k-ft 0.0 k-ft Maximum Load Reactions . . (see tab for all) Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.80 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.0 in at 0.0 ft above base for load combination : 67.138 Steel Column PCS STRUCTURAL SOLUTIONSLic. # : KW-06002327 DESCRIPTION:SC1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 22491 longshot.ec6 Project Title: Engineer: Project ID: Printed: 22 SEP 2022, 3:43PM Project Descr: Sketches Project: Job No: Subject: Sheet Name: Originating Ofﬁce:  Seattle  Tacoma  Portland Date: Seattle Tacoma Portland 1011 Western Avenue, Suite 810 | Seattle, WA 98104 | 206.292.5076 1250 Paciﬁc Avenue, Suite 701 | Tacoma, WA 98402 | 253.383.2797 101 SW Main Street, Suite 280 | Portland, OR 97204 | 503.232.3746 www.pcs-structural.com LONGSHOT INDOOR RANGE 22491 Vertical Design KOF stair COLUMN ④1--61=1 A.500 Grc →Fy =50 Ksi BASER -BEARING : →Try ✗IFR APL =(141m12 =196in' AFTG =(1.671=1×125--324 in ' Pp =0.85 f'cApLAFtG/Ap(≤1.7ft CAR tck =0.8913 Ksi )(196in')/3214^14196 in, -=647k ≤1.763 Ksi)(196in2)=1000k 4Pa =0.65164714=42112 >11.7k :use 14 " ✗14 " Baser m=n=l=14in -0.9516in)=8.3in ✓ok 2111.7k) =0.5in,<0.475in :uses/ÉPL minzpu = """Jo .a(zupsi )(196in ) trim = o .qFyAR TYP 12 " ✗10in Typ BASEPLATE -BENDING : in ✗ \ →Try 14" ✗14 " 2-+t ⊥=(10in -12in)/2 =6in """ d =14in t i t =3141N ✗i 14in t take × n u " Lbd =(6in )(14in) =149 <0.085 =64,444 1-tti1314in)2 Fy \ +14in ✗ PBOLT =0.6K /ZLINES =0.3K Mu =PBOLT he =0.3k (Zim )=0.612in 4mn =Fyz M g =Fy 1b¥)\"\^ 1 I4 " = zupsi ("i """"""]=zz.qp.in >0.64in tok C T 4 0.9 :use%"x14"xi-2"pL@