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HomeMy WebLinkAboutRevision 2-23-22OFFICE USE ONLY: DATE FILED: REVISION FEE: RECEI EL1 a FEB 3 2022 LUC Permittingnty LOCATION/SITE ADDRESS: 121 s Kings Hwy Ft Pierce, Florida PERMIT # SLC-2005.0373 I RECEIPT # PLANNING & DEVELOPMENT SER1 BUILDING & CODE REGULATION DIVU 2300 VIRGINIAAVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 �' "ice ;ti''`t%��w,"•=�. r�. pis �� •' ^ APPLICATION FOR BUILDING PERMIT DEFERRAL PROJECT INFORMATION',,`; DETAILED DESCRIPTION OF PROJECT REVISIONS: Structural and Bar Joist CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CBC1250981 ST. LUCIE CO CERT. #: 24761 BUSINESS NAME: Wilsons Petroleum QUALIFIERS NAME: Robert Kennedy ADDRESS: 1803 South 31St CITY: Ft Pierce PHONE (])AYTIME): 772-468-3689 STATE: FI. OWNER/BUILDER INFORMATION: NAME: FAX: ADDRESS: CITY: STATE: PHONE (DAYTIME: FAX: ARCHITECT/ENGINEER INFORMATION: NAME: William B Stone ADDRESS: 1501 West Darlington Street CITY: Florence PHONE (DAYTIME): 843-662-0381 SLCCC: 9123109 Revised 07/17118 STATE: Sc FAX: ZIP: 34947 ZIP: ZIP: 29501 VULCRAFT SOUTH CAROLINA 1501 West Darlington Street VULCRAFT SOUTH CARQLINA Florence, SC 29501 843.662.0381 February 17, 2022 S&S .Welding, Inc. 2850 US HWY 17 South Bartow, FL 33830 Reference: WAWA #5380 Vulcraft File No. 014-21-1198 . 2�5 co3 3 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC F,'-, 1L,--E � •r. � '.a �' '�,;0 As a requirement of the project specifications, it has been noted that Vulcraft has been requested to provide Stamped Design Calculations. Please be advised that by providing the above noted data, Vulcraft assumes only responsibility for the correctness of the components being supplied as a part of our contract. These components meet or exceed the requirements of the Steel Joist Institute / Steel Deck Institute. The correct use of the components in the field and the correct sizing by catalog designation all remain the responsibility of the project "Engineer of Record". The enclosed design calculations. have been prepared for your specific project. Vulcraft has submitted its STANDARD joist designs to the Steel Joist Institute and has been approved to design and fabricate STANDARD joists which meet the Institute's specifications. The enclosed typical designs are identified by specific mark number which may be referenced on the project erection drawings prepared and submitted by Vulcraft. These designs have been prepared by Vulcraft Personnel under my direct supervision and are submitted for approval (record) purposes. I have reviewed these designs and affixed my seal to this cover letter. Review of this submitted data does not relieve Vulcraft of the Design Responsibility for its products. Nor does it imply." Engineer of Record" status by the undersigned for any project.. Respectfully, VULCRAFT DIVISION „ Sp, No. * No. 55838 WilliamB Stone STATE OF 2022.02. 18 William B. Stone, P.E. °FaS��NALE�G 14:36:31-05'00' r...gtlp-yam wrspxv-nm. Design Supervisor www.nucor.com 4 VULCRAFT SOUTH CAROLINA VULCRAFT SOUTH CAROLINA 1501 West Darlington Street Florence, SC 29501 843.662.0381 EXPLANATION OF DESIGN OUTPUT Heading Information 1. Project Name Ex: QVC Distribution 2. Vulcraft File Number Ex: 011-10-0174 3. List / Summary Number Ex: Summary 1 4. Design Type: ASD or LRFD 5. Girder / Joist Mark Ex: G1, T3 or J10 6. Girder / Joist Designation Girders — depth (inches), number of spaces, panel point loading (TL/LL in kips) Ex: 60G8N10.0K or 48VG10N8.5/6.0K K, LH Series — depth (inches), series type, chord size or loading (TL/LL in plf) Ex: 28K9, 32LH07, 28K300/200 or 36LH720/350 KCS Series — depth (inches), chord size Ex: 30KCS5 DLH Series — depth (inches), series type, chord size or loading (TL/LL in plf) Ex: 60DLH14 CJ Series- depth (inches), Total Load (plf)/Composite LL (plf)/Composite DL (plf) Ex: 30CJ2000/1200/250 E Series — depth (inches), Total Load (plf)/Composite LL (plf)/Composite DL (plf) Ex: 16E448/220/55 7. Girder / Joist Baselength in feet www.nucor.com _ - VULCRAFT SOUTH CAROLINA - 1501 West Darlington Street VULCRAFT SOUTH CARO.L`INA Florence, SC 29501 843.662.0381 Girder / Toist Design Requirements (D) = Dead Load (Dcoi) = Dead Collateral Load (L) = Live Load (use & occupancy) (LR) = Live Roof Load (SDI) = Snow Drift Load (SM) = Snow Balanced Load (R) = Rain Load (Wu) = Wind Uplift Load (WD) = Downward Wind Load (E) =Seismic Load (EM) = Special Seismic Load (LR/S/R) = Flexible: Applied as Roof Live or Snow or Rain Load (W/E) = Flexible: Applied as Wind or Seismic Load 1. Left Extension (EXTL) Uniform Loads (in plf) Concentrated Loads (in kips) Uplift Loads (in plf) 2. Main Span (Baselength) Uniform Loads (in plf) Uplift Loads (in plf) Concentrated Loads (in kips) @ Top Chord, Locations as shown in feet Concentrated Loads (in kips) @ Bottom Chord, Locations as shown in feet Moment Forces (k-ft) Live, Wind or' Seismic (Left "Tag" End or Right End) Axial Forces Wind or Seismic (kips) @ Top Chord (Left "Tag" End or Right End) Axial Forces Wind or Seismic (kips) @Bottom Chord (Left "Tag"End or Right End) 3. Right Extension Uniform Loads (in plf) Concentrated Loads (in kips) Uplift Loads (in plf) 4. . Special Load Cases (using same nomenclature as Standard Load Cases) 5. Load Combinations Generated www.nucor.com VULCRAFt SOUTH CAR'0L1NA 6. Governing Load Cases: LC = Load Case LD COMB =Load Combination VULCRAFT SOUTH CAROLINA 1501 West Darlington Street Florence, SC 29501 843.662.0381 PTRN = Pattern (T- Total) (P-Partial [100% Dead, Deadcoi, Rain, SDrift] [50% Ste]) (Z — Zero) WIND = Pattern (D = Downward Wind) (U = Upward Wind) (Z-Zero) RCL = Reversible Concentrated Load (+/-A = Group A) (+/-B = Group B) (None) AXIAL = (NONE) (COMP = Compression) (TENS = Tension) CONT EM = Continuity End Moment (T= True) (F=False) REV EM = Reversible End Moment (CW= Clockwise) (CCW= Counterclockwise) (None) BEND = Bend -Check Load (T= True) (F= False) ADD .=. Add -Load (None) (PP_ = Panel Point _) Girder / Joist Layout 1. Work Length (in feet) = Baselength (in feet) minus 4 inches. The joist theoretical working point is 2 inches from each end of the baselength. 2. Effective Depth.(in inches) 3. Bearing Seat Depth (in inches) Left "Tag" End and Right End 4. Panel (web) Layout (in feet) 5. Bottom Chord Holdback (in feet) Left "Tag" End and Right End 6. Vertical Replacement Webs (in feet) Left "Tag" End and Right End (2DL & 2DR) 7. Top Chord / Bottom Chord Extra Webs (in feet) www.nubor.com r4 U, VULCCRAFT SOUTH .C'ARO:LINA VULCRAFT SOUTH CAROLINA 1501 West Darlington Street Florence, SC 29501 843.662.0381 8. Deflection Limits — Left "Tag" Extension, Mainspan, Right Extension Allowable Deflection (Lim) TL and LL (in inches) Maximum Theoretical Deflection (Max) TL and LL (in inches) 9. Girder / Joist Moment of Inertia (inches^4) Required (Req) and Developed (Dev) 10. Girder / Joist Camber (in inches) www.nucor.com VULCRAFT SOUTH :CAR011NA TCX / Seat Design VULCRAFT SOUTH CAROLINA 1501 West Darlington Street Florence, SC 29501 843.662.0381 1. Top Chord and Bearing Seat Section Number - Left "Tag" End and Right End 2. Extension Length and Bearing Seat Length - Left "Tag" End and Right End (in feet) 3. Extension Composite Section Modulus - Left "Tag" End and Right End (inches^3) Required (Req) and Developed (Dev) 4. Extension Moment of Inertia - Left "Tag" End and Right End (inches^4) Required (Req) and Developed (Dev) 5. Extension Depth - Left "Tag" End and Right End (in inches) 6. Extension and Bearing Seat Weld Required (in inches) Chord Design 1. Top Chord and Bottom Chord Yield Strength (in pounds per square inch) 2. Top Chord and Bottom Chord Section Number (all chords are double angles) 3. Top Chord and Bottom Chord Length (in feet) 4. Chord Gap between angles (in inches) Varies with Rod web joists - based upon rod web sizes 5. Developed Radius of Gyration about YY axis (in inches) 6. Unbraced Length of Top Chord and Bottom Chord in Y-Axis direction (in feet) 7. Table of Top Chord and Bottom Chord Design showing: Top Chord and Bottom Chord Member Required Axial Force for TC / BC member KL/r Panel Point Ratio Mid -Panel Ratio Governing Load case www.nucor.com .0 M. VULCCRAFT SOUTH CARO.L-INA VULCRAFT SOUTH CAROLINA 1501, West Darlington Street Florence, SC 29501 843.662.0381 Web Design 1. Web Yield Strength (in pounds per square inch) 2. End Reaction based upon Design Loads (in pounds) 3. Minimum Vertical Shear - usually based upon 25% of End Reaction (in pounds) 4. Table of Web Design showing: Web Name Section Number (Web Angle/Rod Size) Quantity K of Web Member KL/r Required Axial Force of member (- = Compression, + = Tension) Stress Ratio Bridging Requirements 1. Top Chord allowable unbraced length. This length is for erection purposes and assumes positive deck attachment every X-0". If the joist Top Chord, due to design constraints, requires an unbraced length, this is the maximum allowable distance between Top Chord attachments. 2. Bottom Chord allowable unbraced length. Shown for uplift design only. 3. Number and type of bridging rows required. www.nubor.com VULCRAFT SOUTH :CAROL°INA Member Inventory SEC DESCRIPTION AREA PLATES (in^2) 933 3" x 1/4" 0.750 934 4" x 1/4" 1.000 935 5" x 1/4" 1.125 936 6" x 1/4" 1.500 938 8" x 1/4" 2.000 953 3" x 1/2" 1.500 954 4" x 1/2" 2.000 956 61,,x1/2" 10.00 958 81', x 1/2" 4:000 960 10" x 1/2'' 5.000 977 7" x 3/4" 5.250 978 8" x 3/4" 6.000 801 1" x.1"' 1:000 802 ... 1" x 2" 2.000 •803, 1" x 3" 3.000 804 1! X 4" 4.000' All z 6"'' : • 6.000 808 1" x 8" 8.000- 810, 1" x 10" 10.000 812 11.' z 12" 12.000", .818. .. '.: 1" x 18" 18.0"00 www.nucor.com VULCRAFT SOUTH CAROLINA 1501 West Darlington Street Florence, SC 29501 843.662.0381 SEC DESCRIPTION AREA ROUNDS (in^2) 18 9/16" rod 0.2485 20 5/8" rod 0.3068 22 11/16" rod 0.3712 24 3/4" rod 0.4418 26 13/16" rod 0.5185 28 7/8" rod 0.6013 30 15/16" rod 0.6903 32 1" rod 0.7854 34 11/16" rod 0.8858 m e W VULCRAFT SOUTH CAROLINA -- - M M , 1501 West Darlington Street VULCRAFT SOUTH CARO.IrINA Florence, SC 29501 843.662.0381 www.nucor.com EXTRA 2-2 [!:14 WEBS DEPTH-28 0/0 TCXL - 0- 0 0/0 + TIXR 0- 0 0/0 zNy 1 BIXL 0-10 1/2 1z NIZ Niz Niz N z N1 24 0 2-0 BIXR - 3- O 0/0 3-2 3-1 5/8 HALF PANELS 1- 0-6 WORKLEN+4 - 55- 9 178 APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)Roof Live (W)Wind (DC)Dead collateral TOP CHORD= 2L 3 X 3 X 1/4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL -RATIO •••• UNFACTOREO UNIFORM LOADS (PLF) •••• BOT CHORD= L X 3 XS/16 FY= 50 KSI ___ ___ _________________ ____________ ________ _____ M ESIG: 310 UNFACTORED TOTAL / 150 OEFL L/Lr/5/R 0 50 O%0 55� 9 5%e TC REQ MP PP MP BC RE MP PP MP 1 2 1 C1.313X1.497X.205. 1 C1.25X1.042X.102 4.4 X 2.3 x 0.188 0:102 - 9940. - 1091. 0.89 0.24 199 wu -- O.6Wd) 0- 0 D/0 fi- 2 0/0 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 1 C1. 25X1. 374X. 187 3.3 X 0.188 - 9992. 0.89 163 Wu -- o.fiwd) 6- 2 0/0 44- 0 199 Wu O.6Wd) 1/8. --- 1 ------- 13861 ------ 0.20 ------ 0.11 --- ------- ------ ------ 4 1 C1.25X1.274x.160 3.9 X 0.160 - 6BO3. 0.87 -- s0- 2 1/a s- 7 1/2 2 - - 13568 0.23 0.10 1 2 + 17159 - 19131 0.23 0..22 0.16 0.42 5 6 1 L1-1/4XI-1/4X.109 1 C1.313XI.49J7X.205 1.5 X 3.4 X 0.109 0.188 - 944. - 10851. 0.26 0.92 •• UNFACTORED CONCENTRATED LOADS (KIPS or KIP•FT) •••• 3 - 25523 0.33 0:33 3 - 26751 0.28 0.58 7 1 c1.25X1.274X.160 3.5 X 0.160 - 5874. 0.75 n TCVERT1.60 o.6wd) o.40 (Dc7 19-10 0/o z7- 6 0/0 4 5 - 25512 - 39635 0.41 0.49 0:33 0.52 4 5 - 33176 - 38333 0.34 0.37 0.72 0.83 8 9 1 L1-1/4X1-1/4x.109 1 1.5 x 0.109 - 939. 0.26 TC VERT o.90 wu) 19 10 0/0 27- 6 0/0 TC VERT 3.4o D) 3.40(Lr) 52- 6 1/B 6 - 39624 0.56 0.52 6 - 40681 0.39 0.88 10 C1. 25x1.374X.187 1 C1.25X1.227x.127 3:2 X 3.7 X 0:188 0.727 - 9375: - 4993. 0:96 0.89 TC VERT a.aD o.6w) GRP A 52- 6 1/e 7 - 51761 0.63 0.67 7 - 41702 0.39 0.91 11 1 L1-1/4X1-1/4x.109 1.5 X 0.109 - 942. 0.26 8 - 51750 0:68 0:67 8 - 40020 0.38 0.87 12 1 C1. 25x1:374X.187 2:9 x 0:188 - 7681. 0.80 LOAD COMBINATIONS 9 - 61932 0.78 0.80 9 - 37207 0:36 0:81 13 1 C1.25X1. 227X.127 3.2 X 0.127 - 41491. 0.75 1=1.O(D+DC)+1.OLr 2-1.0(D+DC)+0.6w 3=1.0(D+Dc)+0.75Lr+0.45W 10 - 61918 0.86 0.83 10 - 33209 0.33 0.72 14 1 L1-1/4X1-1/4x.109 1.5 X 0.109 - 1173. 0.33 4=NET UPLIFT 11 - 68280 0.86 0.88 11 - 28021 0.29 0.61 15 1 C1.25X1.274x.160 2.6 X 0.160 - 6135. 0.80 12 - 68269 083 089 12 - 21654 023. 0.47 16 1 C1.25X1.042X.102 3.1 x 0.102 + 5972. 0.70 13 - 71612 0:92 0:92 13 - 14233 0:17 0.31 17 1 Ll-1/4x1-1/4X.109 1.5 x 0.109 - 908. 0.25 DEFLECTION DATA 14 - 71592 0.96 0.99 14 + 0 0.22 0.00 18 1 C1.25X1.274X.160 2.6 X 0.160 - 5972. 0.77 15 - 70759 0.96 0.91 19 1 C1.25X1.042x.102 3.1 X 0.102 + 5972. 0.72 16 - 70748 0.84 0.92 20 1 L1-1/4x1-1/4x.109 1.5 X 0.109 - 1497. 0.42 DEFLECTION -- MAINSPAN -- 17 18 - 67121 - 67110 0.84 081 0.87 0.87 21 22 1 C1.25X1.274X.160 1 2.6 X 0.160 - 5972. 0.79 __ Lr _____ LIMITS (L/360) -1.85 19 - 61465 0:78 0:80 23 C1.25X1.274X.160 1 L1-1/4X1-1/4X.109 2.6 X 1.5 X 0.160 0.109 - 5972. - 884. 0.77 0.24 MAXIMA -1. 26 20 - 61454 0.74 0.80 24 1 C1.25X1.042X.102 3.1 X 0.102 + 5972. 0.70 21 - 53816 0.70 0.70 25 1 C1.25X1.274X.160 2.6 X 0.160 - 5972. 0.77 ADDITIONAL DESIGN DATA 22 - 53805 0.65 0.70 26 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 934. 0.26 23 24 - 44171 - 44160 0.60 0.54 0.58 0.57 27 28 1 C1.25X1.042X.102 1 C1.25X1.274X.160 3.1 X 2.6 X 0.102 0.160 - 2972. - 5972. 0.77 0.77 LOAD COMBINATIONS FROM: IBC 2015 25 26 - 32444 - 32433 0.50 0:64 044 0:73 29 30 1 L1-1/4X1-1/4x.109 1 C1.25X1.22 1.5 X 2:9 0.109 - 937 0.26 JOIST DESIGNED WITH: ASD 27 - 22776 0.64 0.50 31 X.127 1 C1.25X1.274X.160 X 2.7 X 0:127 0.160 _- 3857: - 6528. 0:69 0.85 JOIST IXX DEV = 1105. INA4 JOIST EFF. DEPTH= 26.29 IN 28 - 23926 0.47 0.50 32 33 1 L1-1/4x1-1/4X.109 1 C1.25X1.227X.127 1.5 X 3.2 X 0.109 0.127 - 935. - 4742. 0.26 0.85 ALLOW STRESS SLENDER 34 35 1 C1.25X1.374X.187 1 L1-1/4xl-1/4X.109 2.9 x 1.5 X 0.188 0.109 - 8008. - 901. 0.82 0.25 RD TOP CHORD= . FT . FT SOT CHORD= 17.6 FT 35,0 FT 36 1 C1.25X1.274X.160 3.2 X 0.160 - 5652. 0.73 TOP CHORD BRIDGING REQO= 2 ROWS HORZ., 1 ROW BOLTED -'EX' 37 38 39 1 C1.25X1.374X.187 1 L1-1/4X1-1/4X.109 1 C1.25X1.274X.160 3.2 X 1.5 X 3:6 X 0.188 0.109 0:160 - 9532. - 901. - 6934. 0.97 0.30 0.90 SOT CHORD BRIDGING REQD= 4 ROWS 40 2• L1-1/2X1-1/2X.123 8.5 X 0.123 - 15444. 0.88 MAX. END REACTION= 17642 165 41 42 1 C1.25x1.042x.102 2• L 2 X 2 X.137 2.3 X 14.6 X 0.102 0.137 - 3213. + 29729. 0.72 0.94 STANDARD SJI CAMBER= 1 1/4" WEBS FY= 50 KSI T11 28LH08 014-21-1198 SUM 1H WAWA STORE 45380 5-JAN-2022 10:58:04 EXTRA 2-2 WE WEBS H DEPTH-28 0/0 2, 2 �� 4 TOIL = 0- 0 0/0 om TIXR 0- 0 0/0 t BO(L - 0-10 1/2 3 2 24 0 2-0 3-2 1/8 BIXR = 0-10 1/2 HALF PANELS 1- 1- WORKLEN+4 - 56- 4 1 8 APPLIED LOADS CHORD DATA WEB DATA CD)Dead (Lr)ROOf Live (W)Wind TOP CHORD= 2L2-1/2X2-1/2X 1/4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO .e.. .... UN FACTORED UNIFORM LOADS (PLF) BOT CHORD= 2L 3 X 3 x 1/4 FY= 50 KSI ___ ___ _________________ _______--- __ ________ _____ LENGTHB 1 1 Cl. 25X1. 374X.187 4.2 X 0.188 - 8520. 0.93 OESIG: 308 UNFACTORED TOTAL / 148 OEFL L/Lr/5/R 0 0 0/0 56START - 4 TC REQ MP PP MP BC REQ MP PP MP 2 1 C1.25XI.042X.102 2:3 X 0.102 - 1053. 0:24 199 Wu -- O.6Wd) 0- 0 0/0 fi- 2 0/0 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 1 C1. ZSX1.274X.160 3.2 X 0.160 - 8642. 0.98 163 wu -- 0.6wd) 6- 2 0/0 44- 0 1/8 --- _______ ______ ______ --- ___-___ ______ ______ 4 1 C1.25X1.274X.111 3.5 X 0.160 - 5679. 0.73 199 Wu --(O.6Wd) so- 2 1/8 6- z 9/0 1 - 12034 0.23 0.22 1 + 14919 0.25 0.17 5 1 L1-1/4x1-1/4x.109 1.5 x 0.109 - 908. 0.26 • 2 - 11705 0:26 0.11 2 - 16049 0.22 0.44 6 1 Cl. 25x1. 374x. 187 3:2 x 0:188 - 9154: 0:95 UNFACTORED CONCENTRATED LOADS (KIPS Or KIP'FT) ���� 3 - 21867 0.36 0.35 3 - 22140 0:29 0:61 7 1 C1.25X1.227X.127 3.6 X 0.1287 - - 4752. 0.85 MAIN TC VERT o.70(0.6Wd) 40-11 1/2 45- 2 1/4 4 5 - 21854 33362 0.44 0.52 0.35 4 - 27046 0.34 0.74 8 1 L1-1/4X1-1/4x.109 1.5 X 0.109 - 903. 0.25 Tc VERT O.aD D) 41- o o/D as- z 3/a 6 - - 33350 0.59 0.53 0.53 5 - 30769 0.37 0.85 9 1 C1.2SX1.374x.187 2.9 x 0.188 - 7768. 0.80 TC VERT 0.90 O.6W) GRP A 41- 0 0/0 45- z 3/4 7 42623 0.65 0.67 6 - 33308 0:40 0.91 10 1 C1.25x1.227x.127 3.2 x 0.127 - 3870. 0:70 LO1=1 - 496477 0:75 0.78 7 9 - 34663 33828 0.40 0.95 11 1 L1-1/4X1-1/4x.109 1.5 X 0.109 - 902. 0.25 OD+1 OLrON52=1.OD+O.6W 3-1.OD+O.75Lr+0.45W 4-NET UPLIFT 9 - - 0:40 0.93 13 1 CI.25X1.042x.102 3.0 X 0.102 - 2990. 0.78 10 11 12 - 49634 - 54435 - 54422 0:79 082 0:84 0:78 0.85 0.85 10 it 12 - 31701 - 27002 - 19539 0.38 0.34 0.27 0.87 0.74 0.54 14 15 16 1 1 1 Ll-1/4xl-1/4x.109 C1.2SX1.227x.127 C1.25XI.042x.102 1.5 2.6 2.5 x 0.109 - x 0.127 - X 0.102 - 902. 5064. 2109. 0.25 0.92 0.55 DEFLECTION DATA 13 14 - 57082 - 57071 0.85 0.86 0.89 0.89 13 + 17325 0.29 0.20 17 18 1 1 L1-1/4x1-1/4x.109, C1.25x1.227x.127 1.5 2.6 x 0.109 - x 0.127 - 902. 3846. 0.25 0.70 DEFLECTION --_MAINS -- __ Lr ----- 15 16 - 58418 - 58407 0.87 0.87 0.91 0.91 19 20 1 1 C1.25X1.042X.102 L1-1/4X1-1/4X. 109 2.3 1.5 X 0.102 - X 0.109 - 1674. 902. 0.45 0.25 LIMITS (L/36o) -1.87 17 - 57784 0.87 0.90 21 1 C1.25X1.042X.102 2:3 x 0:102 - 3391: 0:90 MAXIMA -1.39 18 19 20 - 57773 - 55152 - 55141 0.85 0.85 094 0.90 0.87 085 22 23 24 1 1 1 C1.25x1.042X.102 L1-1/4X1-1/4X.109 Cl. 25X1.042x.102 2.3 1.5 2.3 x 0.102 - X 0.109 - x 0.102 - 3119. 902. 2548: 0.83 0.25 0:66 ADDITIONAL DESIGN DATA 21 22 23 - 49811 - 49788 - 39708 0:94 0.82 078 0:88 0.83 073 25 26 27 1 1 1 C1.25X1.227x.127 LI-1/4X1-1/4x.109 C1.25X1.042x.102 2.6 1.5 x 0.127 - x 0.109 - 3843. 898. 0.70 0.25 LOAD COMBINATIONS FROM: IBC 2015 24 - 39679 0:74 0:61 28 1 C1.25X1.227X.127 2.5 2.6 x 0.102 - x 0.127 - 2117. 5061. 0.55 0.92 JOIST DESIGNED WITH: ASO ' 25 26 - 25263 - 25251 047 0:41 041 0:40 29 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 845. 0.23 JOIST IXX DEV = 913. INA4 JOIST EFF. DEPTH= 26.44 IN 27 - 13163 0.28 0.23 30 31 1 1 C1.25X1:042x.102 C1.25X1.274X.160 3.0 2.7 X 0.102 - X 0.160 - 3126. 6368. 0.82 0.83 ALLOW LYY STRESS SLENDER 28 - 13433 0.25 0.24 32 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 1406. 0.40 . TOP CHORD= 7.0 FT 20.2 FT 33 34 1 1 C1.25X1.227X.127 C1.25X1.374X.187 3.2 3.0 X 0.127 - x 0.188 - 3940. 8339. 0.72 0.88 BOT CHORD= 17.1 FT 34.7 FT 35 1 L1-1/4X1-1/4x.109 1.5 X 0.109 - 1893. 0.55 36 1 Cl. 25X1.274x.160 3.6 X 0.160 - 6181. 0.81 TOP CHORD BRIDGING READ= 2 ROWS HORZ., 1 ROW BOLTED -'EX' 37 1 C1.313X1.497X.205 3.4 X 0.188 - 10932. 0.93 SOT CHORD BRIDGING READ= 4 ROWS 38 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 923. 0.26 39 1 C1.25X1.274X.160 4.0 X 0.160 - 6983. 0.90 MAX END REACTION= 10042 lbs 40 1 C1.25X1.374X.187 3.4 X 0.188 - 10111. 0.91 STANDARD S1I CAMBER= 1 3/8" 42 1 C1.313X1.497X1205 4.5 X 0.188 - 10164. 0.92 WEBS FY= 50 KSI T12 28LHO8 014-21-1198 SUM 1H WAWA STORE #5380 5-JAN-2022 10:58:04 EXTRA 2-2 WEBS H DEPTH-28 0/0 r--I TCxL - 0- 0 0/0 TIXR = 0- 0 0/0 • } 1 BIXL = 0-10 1/2 3-2 24 9 2-D 3-2 1/8 BIXR = 0-10 1/2 HALF PANELS 1- 1_ WORKLEN+4 = 56- 4 1 8 APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)ROof Live (W)Wind TOP CHORD- 2L2-1/2X2-1/2X 1/4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO •••• UNFACTOREO UNIFORM LOADS (PLF) '••• BOT CHORD= 2L 3 X 3 X 1/4 FY= 50 KSI - --- 1 1 ... -----------... C1.25X1.374X.167 ------------ 4.2 X ________ 0.188 8557. -_--_ 0.93 ENGTH MOESI((G:))308 U((NFACT7O7RED TOTAL / 148 DEFL L/Lr/5/R 0- OAO/0 RT S6L 48 TC REQ MP PP MP BC REQ MP PP MP 2 1 c1.25x1.042x.102 2.3 X 0.102 - 1053. 0.24 0- 0 0/0 6- 2 164(Nu) 0/0 MC AXIAL- RATIO MEM AXIAL- RATIO 3 1 C1.25X1.274X.160 3.2 x 0.160 - 8642. 0.98 --<o.6�wd) s- 2 0/0 44- 0 1/8 -RATIO -RATIO - -- 4 1 C1.25X1.274x.160 3.5 X 0.160 - 5709. 0.74 199(m)--(0.6wd) so- 2 1/8 6- 2 0/0 1 - 12034 0.23 0.22 1 + 14919 0.25 0.17 5 1 L1-1/4x1-l/4x.109 1.5 X 0.109 - 909. 0.26 2 - 31705 0.26 0.11 2 - 16128 0.22 0.44 6 1 C1.25X1.374X.187 3.2 X 0.188 - 9254. 0.95 •• UNFACTORED CONCENTRATED LOADS (KIPS ar KIP'FT) •••• 3 - 21867 0.36 0.35 3 - 22251 0.29 0.61 7 1 C1.25x1.227X.127 3.6 X 0.127 - 4778. 0.86 MTI 4 - 21854 0.44 0.35 4 - 27183 0.34 0.75 8 1 L1-1/4x1-1/4X.109 1.5 X 0.109 - 903. 0.25 TC VERT 0.70 (0.6wd) 40-11 1/2 45- 2 1/4 5 - 33362 0.52 0.53 5 - 30924 0.38 0.85 9 1 Cl. 25X1. 374X. 187 2.9 x 0.188 - 7768. 0.80 TC VERT o.ao((D) 41- 0 0/0 45- 2 3/a TC VERT 0.90 O.6W) GRP A 41- 0 D/0 45- 2 3/4 6 - 33350 0.59 0.53 6 - 33474 0.40 0.92 10 1 c1.25x1.227x.127 3.2 x 0.127 - 3890. 0.70 7 - 42623 0.65 0.67 7 - 34833 0.41 0.96 11 1 L1-1/4x1-l/4x.109 1.5 X 0.109 - 902. 0.25 LOAD COMBINATIONS 8 - 42610 0.70 0.67 8 - 35002 0.41 0.96 12 1 cl.25xl.274x.160 2.7 x 0.160 - 6371. 0.93 1=I.OD+I.OLr 2=1.OD+0.6W 3-1.OD+0.75Lr+0.45w 4-NET UPLIFT 9 - 49647 0.75 0.78 9 - 33984 0.40 0.93 13 1 C1.25X1.042X.102 3.0 X 0.102 - 3004. 0.78 10 3.1 12 - 49634 - 54435 - 54422 0.79 0.82 0.84 0.78 0 0..85 85 10 11 12 - 31839 - 273.14 - 19618 0.38 0.35 0.28 0.87 0.74 0.54 14 15 16 1 1 1 L1-1/4X1-1/4X.109 C1.25x1.227x.127 C1.25x1.042x.102 1.5 X 2.6 X 2.5 x 0.109 - 0.127 - 0.102 - 902. 5064. 2118. 0.25 0.92 0.55 DEFLECTION DATA 13 14 15 - 57082 - 57071 - 58418 0.85 086 0..87 0.89 089 0..91 13 + 17325 0.29 0.20 - 17 18 19 1 1 1 Ll-1/4X1-1/4X.109 C1.25x1.227X.127 C1.25X1.042X.102 1.5 X 2.6 x 2.3 x 0.109 - 0.127 - 0.102 - 902. 3846., 1674. 0.25 0.70 0.45 DEFLECTION -- MAINSPAN -- -- Lr ----- 16 17 - 58407 0.87 0.91 20 1 Ll-1/4x1-1/4x.109 1.5 x 0.109 - 902. 0.25 LIMITS (L/360) -1.97 T - - 57784 0.87 0.90 21 1 C1.25X1.042X.102 2.3 X 0.102 - 3391. 0.90 MAX IMA 9 18 19 20 - 57773 - 55152 - SS141 0.85 0.85 0.94 0.90 0.87 0.85 22 23 24 1 1 1 C1.25x1.042X.102 L1-1/4xl-1/4x.109 C1.25X1.042X.102 2.3 x 1.5 x 2.3 X 0.102 -. 0.109 - 0.102 - 3119. 902. 2548. 0.83 0.25 0.66 ADDITIONAL DESIGN DATA 21 22 23 - 49811 - 49718 - 39708 0.94 0.82 0.78 0.88 0.83 0.73 25 26 27 1 1 1 C1.25xl.227X.127 Ll-1/4xl-1/4x.109 cl.25x1.0422x.102 2.6 X 1.5 x 2.5 x 0.127 - 0. 109 - 0.102 3843. 898. 2126. 0.70 0.25 0.55 LOAD COMBINATIONS FROM: IBC 2015 24 - 39679 0.74 0.61 28 1 C1.25X1.227X.127 2.6 X - 0.127 - 5061. 0.92 JOIST DESIGNED WITH: ASD 25 26 - 25263 25251 0.47 0.41 29 1 L1-1//4X1-1//4X.109 1.5 X 0.109 - 845. 0.23 JOIST IXX DEV = 913. INA4 JOIST EFF. DEPTH= 26.44 IN 27 - - 13163 0.41 0.28 0.40 0.23 30 31 1 1 C1.25x1.042X.102 cl.25xl.274X.160 3.0 x 2.7 x 0.102 - 0.160 - 3141. 6368. 0.82 0.83 28 - 13433 0.25 0.24 32 1 L1-1/4xl-1/4x.109 1.5 x 0.109 - 1406. 0.40 ALLOW LYY STRESS SLENDER 33 1 C1.25X1.227X.127 3.2 X 0.127 - 3960. 0.72 TOP CHORD= 7.0 FT 20.2 FT 34 1 C1.25X1.374X.187 3.0 X 0.188 - 8339. 0.88 BOT CHORD= 17.1 FT 34.7 FT 35 36 1 1 Ll-1/4X1-1/4X.109 1.5 X 0.109 - 1893. 0.55 TOP CHORD BRIDGING REQD= 2 ROWS HORZ., 1 ROW BOLTED -'EX' 37 1 C1.25X1.274X.160 cl.313X1.497X.205 3.6 X 3.4 X 0.160 - 0.188 - 6206. 10932. 0.81 0.93 BOT CHORD BRIDGING REQD= 4 ROWS 38 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 923. 0.26 MAX END REACTION= 10042 lbs 39 40 1 1 cl.25xl.274x.160 C1.25X1.374X.187 4.0 x 3.4 X 0.160 - 0.188 - 7013. 10111. 0.90 0.91 41 1 C1.25X1.042X.102 2.3 x 0.102 - 1057. 0.24 STANDARD SJI CAMBER= 1 3/8" 42 1 C1.313x1.497x.205 4.5.x 0.188 - 10202. 0.92 WEBS FY= 50 KSI T13 28LH08 014-21-1198 SUM 1H WAWA STORE 45380 5-JAN-2022 10:58:04 EXTRA u z�i WEBS 1u2-2 �7 DEPTH-28 0/0 TCXL - O- 0 0/0 T 1 BCXL - 0-10 1/2 3-2 24 O 2-0 3-2 1/8 SCXR - 0-10 1/2 HALF - PANELS 1- 1_ WORKLEN+4' = 56- 4 1 8 APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)Roof Live (W)Wind TOP CHORD= 2L2-1/2X2-1/2X.212 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO te�� UNFACTOREO UNIFORM LOADS (PLF) ...• BOT CHORD= 2L 3 X 3 X.227 FY= 50 KSI --- --- ----------------- ------------ ________ ---__ START 1 1 C1.25X1.374X.187 4.2 X 0.182 - 8522. 0.93 OESIG: 308 ONFACTOREO TOTAL / 148 OEFL L/Lr/S/R 0- S6LE4 1%8 MC REQ MP PP MP BC RE Q MP PP MP 2 1 c1.25X1.042x.102 2.3 x 0.102 - 1040. 0.23 200 (wu) 0- 0 0/0 6- 2 0/0 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 1 C1.25X1.274X. 160 3.2 X 0.160 - 8477. 0.96 182 wu 6- 2 0/o aa- 0 1/9 --- ------- ------ ------ --- ------- ------ ------ 4 1 C1.25X1.274x.160 3.5 X 0.160 - 5678. 0.73 200 wu s0- 2 1/6 6- 2 0/0 1 - 11754 0.27 0.26 1 + 14568 0.27 0.19 5 1 L1-1/4x1-1/4x.109 1.5 X 0.109 - 895. 0.25 2 - 11425 0.30 0.24 2 - 16023 0.24 0.49 6 1 Cl. 25X1. 374X.187 3.2 X 0.188 - 9250. 0.95 LOAD COMBINATIONS 3 - 21325 0.41 0.41 3 - 21968 0.31 0.67 7 1 C1.25X1.227X.127 3.6 X 0.3.27 - 4671. 0.84 I-I.OD+1.OLr 2-NET UPLIFT 4 - 21312 0.51 0.41 4 - 26591 0.36 0.81 8 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 890. 0.25 5 6 - 32472 - 32459 0.59 0.67 0.62 0.62 5 6 - 29894 - 31877 0.39 0.41 0.91 0.97 9 10 1 1 C1.25X1.374X.187 C1.25x1.042x.102 2.9 3.7 X 0.188 - X 0.102 - 7765. 3687. 0.80 0.96 DEFLECTION DATA 7 8 9 - 41386 - 41373 - 48066 0.74 0.80 0.85 0.78 0.78 0.91 7 8 9 - 32539 - 31880 - 29901 0.41 0.41 0.39 0.99 0.97 0.91 11 12 13 1 1 1 L1-1/4xl-1/4x.109 Cl. 25X1.274X.160 c1.25X1.042X.102 1.5 2.7 3.0 X 0.109 - X 0.160 - x 0.102 - 890. 6369. 2704. 0.25 0.83 0.70 DEFLECTION -- MAIN SPAN -- 10 - 48053 0.89 0.91 10 - 26602 0.36 0.81 14 1 L1-1/4X1-1/4x.109 1.5 X 0.109 - 889. 0.25 - Lr ----- 11 - 52512 0.92 0.99 11 - 21982 0.31 0.67 15 1 C1. 25X1. 227X. 127 2.6 X 0.127 - 5062. 0.92 LIMITS CL/360) -1.87 12 - 52499 0.95 0.99 12 - 16041 0.24 0.49 16 1 C1.25x1.042X.102 2.5 X 0.102 + 4442. 0.53 MAXIMA -1.62 13 14 15 F - 54723 F - 54710 F - 54700 0.96 0.96 0.96 0.98 0.98 0.98 13 + 14603 0.27 0.19 17 18 19 1 1 1 L1-1/4X1-1/4X.109 C1.25x1.227X.127 C1.25X1.O42X.102 1.5 2.6 2.3 X 0.109 - x 0.127 - X 0.102 - 889. 3844. 1673. 0.25 0.70 0.45 ADDITIONAL DESIGN DATA 16 17 F - 54688 - - 52443 0.96 0.94 0.98 0.99 20 21 1 1 Ll-1/4X1-l/4X.109 C1.25X1.042X.102 1.5 2.3 X 0.109 - X 0.102 - 889. 2911. 0.25 0.77 LOAD COMBINATIONS FROM: IBC 2015 18 - 52431 0.92 0.99 22 1 cl.25X1.042X.102 2.3 X 0.102 - 2911. 0.77 JOIST DESIGNED WITH: ASO 19 20 - 47952 - 47939 0.89 0.85 0.91 0.90 23 24 1. 1 L1-1/4x1-1//4X.109 C1.25X1.O42X.102 1.5 2.3 X 0.109 - 889. 0.25 JOIST IXX DEV = 805.INA4 JOIST EFF. DEPTH= 26.46 IN 21 22 - 41227 - 41214 0.80 0.74 0.78 0.78 2S 1 C1.25X1.227x.127 2.6 x 0.102 - X 0.127 - 1676. 3841. 0.45 0.70 23 - 32267 0.67 061 26 27 1 1 L1-1/4X1-1/4x.109 C1.25X1.042X.102 1.5 2.5 X 0.109 - 0.102 889. 4439. .0.25 ALLOW LYY STRESS SLENDER 24 - 32255 0.59 0:61 28 1 C1.25X1.227X.127 2.6 X + X 0.127 - 5059. 0.53 0.92 TOP CHORD= 4.2 FT 20.0 FT SOT CHORD= 16.7 FT 34.6 FT 25 - 21074 0.50 0.40 29 1 L1-1/4x1-1/4X.109 1.5 X 0.109 - 889. 0.25 TOP CHORD BRIDGING REQD= 2 ROWS HORZ., 1 ROW BOLTED -'EX' 26 27 28 - 21062 - 11141 - 11445 0.41 0.30 0.27 0.40 0.23 0.25 30 31 1 1 C1.25X1.042x.102 C1.25X1.274X.160 3.0 2.7 X 0.102 - X 0.160 - 2701. 6366. 0.70 0.83 SOT CHORD BRIDGING REQD= 4 ROWS 32 1 L1-1/4x1-1/4X.109 1.5 X 0.109 - 890. 0.25 MAX END REACTION= 8624 lbs 33 34 1 1 C1.25X1.042X.102 C1.25X1.374X.187 3.7 2.9 X 0.102 -' X 0.188 - 3684. 7761. 0.96 0.80 35 36 1 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 890. 0.25 STANDARD 57I CAMBER= 1 3/8" 37 1 c1.25X1.227X.127 C1.25X1.374X.187 3.6 3.2 X 0.127 - X 0.188 - 4668. 9246. 0.84 0.95 38 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 896. 0.25 39 1 cl.25xl.274x.160 3.5 X 0.160 - 5676. 0.73 40 1 C1.25X1.274X.160 3.2 X 0.160 - 8473. 0.96 41 1 cl.25xl.042X.102 2.3 X 0.102 - 1043. 0.23 42 1 C1.25X1.374X.187 4.2 X 0.188 - 8539. 0.93 WEBS FY= 50 KSI T14 28LH08 014-21-1198 SUM 1H WAWA STORE #5380 5-]AN-2022 10:58:04 EXTRA WEBS �--� 0- 0 0/0 DEPTH=36 0/0 r� TCXL - * TcxR = 1 0- 0 0/0 BCXL = 0-10 1/2 HALF 4-2 1/8 20 0 3-0 - - 4-2 BCXR = 0-10 1/2 PANELS 0-6 0-6 WORKLEN+ _ - APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)ROof Live (W)Wind TOP CHORD= 2L2-1/2X2-1/2X 1[4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO • " UNFACTORED UNIFORM LOADS (PLF) " BOT CHORD= 2L 3 X 3 X.2L27 FY= 50 KSI --- 1 --- 2• ----------------- Ll-l%1-1/2X.170 ------------ 1.7 X ---- 1.170 - 10650. 0.77 OESIG: 294 UNFAGT00.ED TOTAL / 148 DEFL L/Lr/S/R START GTH 0- 0 0/0 69L 4 /8 TC REQ MP PP MP BC RED MP PP MP 2 1 L1-1/4X1-1/4X. 109 1.5 X 0.109 - 1126. 0.4S 198 wu 0- 0 0/0 6- 2 0/0 I. MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 1 L 2 X 2 X3/16 3.3 X 0. 1"- 9246. 0.79 183 Wu 6- x 57- 0 1/8 --- ------- ------ ------ --- ------- ------ ------ 4 1 L 2 X 2 x3/16 4.6 x 0.188 - 7574. 0.68 198 wv 63- 2 1, 6- z o/0 1 - 13745 0.27 0.28 1 + 14951 0.30 0.19 5 1 Li-1/4x1-1/4x.133 1.5 X 0.133 - 1221. 0.29 2 - 13364 0.29 0.23 2 - 19738 0.31 0.61 6 1 L 2 X 2 X.216 4.2 X 0.188-11610. 0.92 LOAD COMBINATIONS 3 - 23735 0.45 0.44 3 - 27769 0.39 0.85 7 1 L 2 X 2 x3/16 3.8 X 0.188 - 5956. 0.54 1=1.0D+1.OLr 2=NET UPLIFT 4 - 23735 0.55 0.44 4 F - 33505 0.45 0.77 8 1 L1-1/4X1-1/4X.133 1.5 X 0.133 - 1187. 0.28 5 6 - 38473 - 38473 0.65 0.70 0.74 0.69 5 F 6 F - 36945 - 38091 0.49 0.48 0.84 0.87 9 10 1 1 L 2 x 2 X3/16 Li- 1/2X1-1/2X.170 3.4 x 3.3 X 0.188 - 0.170 - 9350. 4366. 0.84 0.97 DEFLECTION DATA 7 B 9 - 49530 - 49530 F - 56901 0.81 0.89 0.87 0.89 0.91 0.90 7 F 8 F 9 - 36941 - 33497 - 27757 0.48 0.45 0.39 0.84 0.77 0.85 ll 12 -13 1 1 1 L1-1/4X1-1/4X.133 L 2 x 2 x3/16 Ll-1/2X1-1/2x.123 1.5 X 2.6 x 3.4 x 0.133 - 0.188 - 0.123 - 1185. 7256. 2778. 0.28 0.66 0.83 DEFLECTION -- MAINSPAN -- 10 F - 56901 0.94 0.90 10 - 19722 0.31 0.61 14 1 L1-1/4xl-1/4X:133 1.5 x 0.133 - 1185. 0.28 -- Lr ----- 11 F - 60584 0.96 0.96 11 + 14919 0.30 0.19 15 1 L 2 X 2 X3/16 2.0 X 0..188 - 5329. 0.48 LIMITS (L/360) -2.30 12 F - 60584 0.97 0.96 16 1 L1-1/4xl-1/4x.133, 2.2 x 0.133 - 1976. 0.97 MAXIMA -2.02 13 14 15 F - 60581 F - 60581 F - 56891 0.97 0.96 0.96 0.96 0.94 0.90 17 16 19 1 1 1 Ll-1/4x1-l/4X.133. L1-1/2X1-l/2X.170; L1-1/2X1-1/2X.170 1.5 x 1.5 x 1.5 X 0.133 - 0.170 - 0.170 - 1185. 3668. 3668. 0.28 0.82 0.82 ADDITIONAL DESIGN DATA 16 17 F - 56891 - 49514 0.91 0.90 0.86 0.89 20 21 1 1 Ll-1/4xl-1/4x.133 Ll-1/4X1-1/4X.133 1.5 X 2.2 X 0.133 - 0.133 - 1185. 1973. 0.28 0.97 LOAD. COMBINATIONS FROM: IBC 2015 M: 18 19 - 49514 - 38451 0.81 0.89 0.74 0.69 22 23 1 1 L 2 X 2 X3/16 L1-1/4xl-l/4x.133 2.0 x 1.5 x 0.188 - 0.133 - 5332. 1185. 0.48 0.28 JOIST DESIGNED WITH: 20 - 38451 0.65 0.69 24 1 L1-1/2X1-1/2X.123 3.4 X 0.123 - 2761. 0.83 JOIST IXX DEV = 1482. INA4 JOIST EFF. DEPTH= 34.45 IN 21 22 - 23706 - 23706 0.55 0.43 0.45 0.44 25 26 1 1 L 2 x 2 x3/16 Ll-1/4X1-l/4X.133 2.6 x 1.5 X 0.188 - 0.133 - 7260. 1185. 0.66 0.28 ALLOW LYY STRESS SLENDER 23 - 13331 0.29 0.23 27 1 L1-1/2X1-1/2X.170 3.3 X 0.170 - 4369. 0.97 Top CHORD 5.6 FT 19:5 FT 19.5 24 - 13711 0.27 0.28 28 1 L 2 X 2 X3/16 3.4 X 0.188 - 9353. 0.84 soCHORD= 14.6 FT FT 29 1 Li-1/4xl-l/4x.133 1.5 x 0.133 - 1187. 0.28 30 31 1 1 L 2 X 2 X3/16 2 2 16 3.8 X 0.188 - 5959. 0.54 TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') 32 1 L X X. L1-1/4X1-l/4X.133 4.2 X 1.5 X 0.188 - 0.133 - 11614. 1221. 0.92 0.29 BOT CHORD BRIDGING REQD= 6 ROWS 33 1 L 2 X 2 X3/16 4.6 X 0.188 - 7577. 0.68 MAX END REACTION= 10145 lbs 34 35 1 1 L 2 X 2 X3/16 L1-1/4X1-1/4X.109 3.3 X 1.5 X 0.188 - 0.109 - 9250. 1124. 0.79 0.45 STANDARD SJI CAMBER= 2 0/0" _ 36 2- L1-1/2X1-1/2X.170 6.7 X 0.170 - 10633. 0.77 WEBS FY= 50 KSI T1 36LH09 014-21-1198 SUM 1L WAWA STORE 45380 5-JAN-2022 10:58:04 EXTRA WEBS TIXL = 0- 0 0/0 BCXL - 3- 7 3/8 3� HALF PANELS DEPTH-36 0/0 20 0 3-0 I�-11 TCXR = 0- 0 0/0 3-7 1/2, BIXR - 3- 5 3/4 APPLIED LOADS CHORD DATA WEB DATA (D)oead (Lr)ROof Live (W)Wind TOP CHORD= 2L 3 X 3 X.1 /4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO • UNFACTORED UNIFORM LOADS (PLF) ••'• BOT CHORD= 2L 3 X 3 X2 7 FY= 50 KSZ 1 2' Ll-1/2X1-l/2X.123 10.2 x 0.123 - 10801. 0.95 MAIN START DESIG: 304 UNFACTORED TOTAL / 155 DEFL L/Lr/5/R 0- 0 0/0 LENGTH 68- 3 1/8 TC REQ MP PP MP BC REQ MP PP MP 2 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 1036. 0.42 200 Wu--(O.6wd 0- 0.0/0 3 5- 7 1/2 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 2• L1-1 4xl-1 4x.133 5.8 X / / 0. 133 - 11519. 0.88 lfi4 Wu -- O.6Wd 5- 7 1/2 s7- a 1/8 --- -- _____ - _____ - _____ - - _______ ______ ______ 4 2• Ll-1/4x1-1/4X.133 7.8 x 0.133 - 8637. 0.97 200(wu) -- 0.6wd) 62- 7 5/8 5- 7 1/2 1 - 14419 0.20 0.11 1 + 0 0.18 0.00 5 1 L1-1/4xl-1/4X.133 1.5 X 0.133 - 1268. 0.30 2 - 14134 0.24 0.10 2 + 16118 0.35 0.20 6 2- L1-1/2X1-1/2x.170 5.7 x 0.170 - 14297. 0.94 • UNFACfORED CONCENTRATED LOADS (KIPS or KIP'Fr) "'• 3 - 27310 0.39 0.40 3 - 21209 0.34 0.65 7 1 L 2 X 2 X3/16 4.7 X 0.188 - 7153. 0.65 MAIN 4 - 27310 0.52 0.39 4 - 31147 0.44 0.96 8 1 L 1 X 1 X.109 1.5 X 0.109 - 1170. 0.99 7c vERr 1.1o(o.6wd) 17-11 7/8 22- 6 7/8 5 - 47111 0.57 0.68 5 F + 67571 0.88 0.86 9 1 L 2 x 2 X.216 4.4 x 0.188 - 12251. 0.97 7C VERT 0.70D> IS- 0 3/8 22- 7 7c VERT 0.90 O.6W) GRP A 1s- 0 3/s zz- 7 3/8 3/B 6 - 47111 0.87 0.66 6 F - 39723 0.51 0.91 10 1 L 2 x 2 x3/16 3.5 X 0.188 - 5278. 0.46 LOAD CC BINATIONS 7 8 F F - 62957 - 62957 0.96 0.96 096 0..89 7 F 8 F - 39641 - 37487 0.51 0.49 0.91 0.86 11 12 1 1 L1-1/4X1-1/4.133 1.5 X L 2 x 2 xX3/16 2.7 x 0.133 0.188 - 2605. - 7481. 0.62 0.67 1=1.OD+1.OLr 2-1.00+0.6W 3-1.0Dt0.75Lr+0.45W 4=NET UPLIFT 9 F - 69469 0.95 0.97 9 F + 56888 0.78 0.72 13 1 L1-1/2X1-l/ZX.123 3.5 X 0.123 - 3066. 0.91 10 F - 69469 0.95 0.90 10 - 26986 0.39 0.83 14 1 L1-lAXI-1/4X.133 1.5 X 0.133 - 1563. 0.37 11 F - 70002 0.89 0.92 11 - 18638 0.29 0.57 15 1 L 2 X 2 X3/16 2.0 X 0.188 - 5479. 0.49 DEFLECTION DATA 12 F - 70002 0.89 0.91 12 + 14091 0.30 0.18 is 1 Ll-1/2XI-1/2X.170 1.8 X 0.170 - 4385. 0.97 13 14 - 67258 - 67258 0.87 0.85 0.95 0.95 13 + 0 0.16 0.00 17 18 1 1 LI-1/4xl-1/4X.133 1.5 x L1-1/2x1-1/2X.170 1.7 X 0.133 0.170 - 1253. - 4097. 0.30 0.91 - 15 - 61179 0.82 0.87 19 1 LI-I/ZXI-1/ZX.170 1.7 X 0.170 - 4385. 0.97 DEFLECTION -- MAINSPAN -- 16 - 613.79 0.78 0.87 20 1 L1-1/4xl-1/4X.133 1.5 x 0.133 - 1244. 0.29 LIM-- Lr ----- (L/3-1.762.26 17 - 52168 0.74 0.74 21 1 L1-1/4xl-1/4X.133 2.3 X 0.133 - 2000. 0.97 MAXIMA 18 - 52168 0.68 0.74 22 1 L 2 X 2 X3/16 2.0 X 0.188 - 5482. 0.49 19 - 39815 0.62 0.57 23 1 L1-1/4xl-1/4X.133 1.5 x 0.133 - 1243. 0.29 ADDITIONAL DESIGN DATA 20 21 - 39815 - 23640 0.54 0.45 0.57 0.34 24 25 1 1 L1-1/2X1-1/2X.123 3.5 X 0.123 - 3271. 0.97 22 - 23640 0.36 0.35 26 1 L 2 X 2 X3/16 2.7 X Ll-1/4x1-l/4x.133 1.5 X 0.188 0.133 - 7485. - 1244. 0.67 0.29 23 - 12365 0.22 0.09 27 1 L 2 X 2 X3/16 3.1 X 0.188 - 4697. 0.42 LOAD COMBINATIONS FROM: IBC 2015 24 - 12691 0.18 0.10 2B 1 L 2 X 2 X3/16 3.5 X 0.188 - 9662. 0.87 JOIST DESIGNED WITH: ASO 29 1 L1-1/4xl-1/4X.133 1.5 X 0.133 - 1246. 0.29 30 1 L 2 X 2 X3/15 3.9 X 0.188 - 6125. 0.55 JOIST IXX OEV = 1620. INA4 JOIST EFF. DEPTH= 34.32 IN 31 1 L 2 X 2 X.216 4.3 X 0.188 - 12015. 0.95 32 1 L1-1/4xl-1/4X.133 1.5 x 0.133 - 1273. 0.30 ALLOW LYY STRESS SLENDER 33 1 L 2 X 2 X3/16 4.8 X 0.188 - 7581. 0.68 TOP CHORD= 5.4 FT 22.1 FT 34 1 L 2 X 2 X3/16 3.6 X 0.188 - 10024. 0.86 SOT CHORD= 13.6 FT 32.5 FT 35 1 LI-1/4X1-l/4X.109 1.5 x 0.109 - 1034. 0.42 36 2- L1-1/2X1-1/2X.123 9.0 X 0.123 - 9635. 0.85 TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') SOT CHORD BRIDGING REQD= 6 ROWS WEBS FY= 50 KSI MAX ENO REACTION= 12104 lb5 STANDARD SJI CAMBER= 2 0/0" T2 36LH09 014-21-1198 SUM 1L WAWA STORE #5380 5-JAN-2022 10:58:04 EXTRA 2, 8 11 2-8 WEBS r---� DEPTB=36 0/0 F--� 7IXL - 0- 0 0/0 TIXR = 0- 0 0/0 * 1' RIXL = 0-10 1/2 4-2 1/8 20 0 3-0 - 4-2 'CXR = 0-10 :L" HALF PANELS 0-6 0-6 WORKLEN+4 = - APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)ROOf Live (w)Wind TOP CHORD= 2L 3 X 3 X 1/4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO ••w• UNFACTORED UNIFORM LOADS (PLF) • SOT CHORD= 2L 3 X 3 X.2 7 FY= 50 KSI ___ ___ _______________ ____________ _____ 1 2* L1-1/2X1-1/2X.170 8.0 X 0.170 ________ - 11873. 0.86 DESIG: 294 UNFACTORED TOTAL / 148 OEFL•L/Lr/5/R 0- 0 OM 69-E4 1%8 TC REQ MP PP MP BC REQ MP PP MP 2 1 L1-1/4X1-1/4X.109 3 5 X 0.109 1155. 0.46 199 Wu--(O.6wd) 0- 0 0/0 6- 2 0/0 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 2* L1-1/4X1-1/4X.133 5.7 X 0.133 - 11213. 0.86 163 Wu--(O.6Wd)) 6- 2 0/0 57- 0 1/8 --- - - --- - ------ 4 2* LS-1/4x1-1/4x.133 7.6 X 0.133 - 8592. 0.96 199 Wu--(0.6wd) fi3- 2 1/8 6- 2 0/0 1 - 16379 0.24 0.25 1 + 17977 0.37 0.23 5 1 L1-1/4X1-1/4x.133 1.5 X 0.133 - 1244. 0.29 2 - 16046 0:26 0:22 2 - 22422 0:35 0:69 6 2* L1-1/2X1-l/2X.170 5:5 x 0:170 - 13971. 0.82 • UNFACTORED CONCENTRATED LOADS (KIPS or KIP*FT) •••• 3 - 28911 0.40 0.42 3 - 32304 0.46 0.99 7 1 L 2 X 2 X3/16 4.6 X 0.188 - 7113. 0.64 MAIN 4 - 28911 0.53 0.41 4 F + 68255 0.89 0.87 8 1 L 1 X 1 x. 109. 1:5 X 0:109 - 1141. 0.97 TC VERT 1:10 o.6wd) IS- 6 3/8 23- 1 3/6 TC VERT 0 70 0) 5 - 48267 0.59 0.69 5 F - 40806 0.52 0.93 9 1 L 2 x 2 X.216 4.3 x 0.188 - 11998: 0:95 1R- 6 7/8 23- 1 7/8 TC. VERT 0.90 O.6W) GRP A IS- 6 7/8 23- 1 7/8 6 - 48267 0.98 0.67 6 F - 40705 0.52 0.93 10 1 L 2 X 2 X3 16 / 3.4 X 0.188 - 5246. 0.47 LOAD COMBINATIONS 7 8 F F - 63772 - 63772 0.97 0.97 0.98 0.90 7 F 8 F - 38546 - 34334 0.51 0.47 0.88 0.78 11 12 1 1 L1-1/4x1-1/4X.133 L 2 x 2 X3/16 1.5 x 2.6 x 0.133 0.188 - 2582. - 7270. 0.61 0.66 1=1.OD+1.OLr 2-1.00+0.6w 3=1.OD+0.75Lr+0.45W 4=NET UPLIFT 9 F - 70047 0:95 098 9 - 28071 0.40 0.86 13 1 L1-1/2X1-1/2x.123 3.4 X 0.123 - 3059. 0.91 10 11 12 F F F - 70047 - 70447 - 70447 0.95 089 0:89 0:91 092 0:92 10 11 - 19755 + 15634 0.31 0.32 0.61 0.20 14 15 16 1 1 1 L1-1/4x1-1/4x:133 L 2 X 2 x3/16 L1-1/2X1-1/2X.170 1.5 x 2.0 X 1.8 x 0.133 0.188 0.170 - 1541. - 5339. - 4329. 0.36 0.48 0.96 _ DEFLECTION DATA 13 14 - 67673 - 67673 0.87 0.85 0.96 0.96 17 18 1 1 Ll-1/4X1-l/4X.133. L1-1/2xl-l/2X.170 1.5 x 1:7 x 0.133 0:170 - 1223. - 4030. 0.29 0.90 DEFLECTION -- Mn1wsPAN -- 15 16 - 61669 - 61669 0:82 0.78 0:87 0.87 19 20 1 1 L1-1/2X1-l/2X.170 L1-1/4X1-l/4X.133 1.7 X 1.5 x 0.170 0.133 - 4329. - 1214. 0.96 0.29. -- Lr ----- (L/361.782.30 17 - 52557 0.74 0.75 21 1 L1-1/4X1-l/4X.133 2.2 X 0.133 - 1977. 0.96 KAXIMA 18 19 20 - 52557 - 40573 - 40573 0.69 0.62 055 0.75 0.58 058 22 23 24 1 1 1 L 2 X 2 X3/16 L1-1/4x1-l/4X.133 L1-1/2x1-1/ZX.123 2.0 X 1.5 X 3.4 X 0.188 0.133 0123 - 5342. - 1214. - 3264 0.48 0.29 097 ADDITIONAL DESIGN DATA 21 22 23 - 24893 - 24893 - 13967 0:46 0.37 0.23 0:36 0.36 0.10 25 26 27 1 1 1 L 2 X 2 X3/16 LS-1/4x1-l/4X.133 L 2 x 2 X3/16 2:6 X 1.5 x 3.0 x 0:188 0.133 0.188 - 7273: - 1214. - 4681. 0:66 0.29 0.42 LOAD COMBINATIONS FROM: IBC 2015 24 - 14349 0.22 0.23 28 1 L 2 X 2 X3/16 3.4 x 0.188 - 9371. 0.84 JOIST DESIGNED WITH: ASO 29 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1216. 0.29 30 1 L 2 X 2 X3/16 3.8 X 0.198 - 6101. 0.55 JOIST IXX DEV = 1620. INA4 JOIST EFF. DEPTH= 34.32 IN 31 1 L 2 X 2 X.216 4.2 X 0.188 - 11636. 0.92 32 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1249. 0.30 ALLOW LYY STRESS SLENDER 33 1 L 2 X 2 X3/16 4:6 X 0.188 - 7553. 0.68 TOP CHORD= 5.1 FT 22.1 FT 34 1 L 2 x 2 x3/16 3.5 x 0.188 - 9678. 0.83 SOT CHORD= 13.3 FT 32.5 FT 35 1 L1-1/4X1-1/2X.170 1.5 X 0.109 - 1153. 0.46 TOP CHORD BRIDGING REQO= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') 36 2* L1-1/2X1-l/ 7.0 X 0.170 - 10616. 0.774X.109 SOT CHORD BRIDGING REQD= 6 ROWS WEBS FY= 50 KSI MAX END REACTION= 3.1949 lbs STANDARD S3I CAMBER= 2 0/0" T3 36LH09 014-21-1198 SUM 1L WAWA STORE #5380 5-JAN-2022 10:58:04 EXTRA 2B 1I� WEBS , � DEPTH-36 0/0 2-8 TCXL a 0- O 0/0 TCXR + + ��lz NZ NZ �_Slz NZ NZ YSJz '\V/7 1 BCXL 0-10 1/2 4-2 1/8 20 6 3-0 4-2 BCXR = 0-10 1/2 HALF PANELS 0-6 0-6 WORXLEN+ _ - 4 1/8 APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)Roof Live Cw)Wind TOP CHORD= 2L 3 X 3 XS/16 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO •**• UNFACTO RED UNIFORM LOADS (PLF) • • • ROT CHORD= 2L 3 X 3 X.2281 FY= $0 KSI --- 1 --- 2* ---- ----- ------ L1-1/2X1-1/2X.170 ------------ 9.1 -------- X 0.170 - 13514. ----- 0.98 MAIN START LENGTH DESIG: 294 UNFACTORED TOTAL / 148 DEFL L/Lr/S/R 0- 0 0/0 69- 4 1/8 TC REQ MP PP MP BC REQ MP PP MP 2 1 L1-1/4X1-1/4X.109 1.5 X 0. 109 - 1178. 0.47 199 O.6Wd 0- 0 0/0 fi- 2 163 O.6Wd 0/0 MEM AXIAL _____ RATIO - _____ RATIO - _____ MEM --- AXIAL RATIO - _---_ RATIO - _-___ 3 4 2* 2* L1-1/4X1-1/4X.133 L1-i/2x1-1/2x.123 6.5 9.6 x 0. 133 0. 123 12923. 17559. 0.99 0.83 Wu -- 6- z D/o-- 199CWu--(o.Gwd) 63- 2 1/9 6- 2 0/0 1 - 18763 0.22 0.23 1 _______ + 20657 0.35 0.21 5 1 LS-1/4x1-1/4x.133 1.5 X + x 0.133 - 1267. 0.30 2 - 18429 0:23 0:10 2 25933 0.33 0.65 6 2* Ll-1/2X1-1/2X.170 6:5 x 0.170 - 16421. 0.96 * UNFACTORED CONCENTRATED LOADS CKIPs or KIP*FT) •••• 3 - 33373 0.37 0.38 3 - 37815 0.44 0.95 7 2* L1-1/4X1-1/4x.133 7.7 X 0.133 - 8490. 0.95 MAIN 4 - 33373 0.49 0.37 4 F + 81631 0.88 0.85 8 1 L 1 X 1 x.109 1.5 x 0.109 - 1164: 0.99 TC VERT 1.10 (O.6wd) 18- 6 3/B 23- 1 318 5 - 56288 0.55 0.63 5 F + 87575 0:92 0.91 9 2* L1-1/2X1-1/2X.170 5.7 x 0. 170 - 14448. 0.85 TC VERT a.7a(D) 18- 6 7/9 23- 1 7/a TC VERT 0.90 0.6W) 38- 6 23- 0 6 - 56288 0.81 0.61 6 F + 87722 0.92 0:91 10 1 L 2 X 2 x3/16 4:3 X 0:198 - 6620. 0.60 GRP A 30- 9 1/4 34- 0 1/4 0/0 7 - 75347 0.89 0.95 7 F + 80275 0..88 0.83 11 1 L1-1 4xl-1 4x.133 / / 1.5 x 0.133 - 2663. 0.63 1/0 TC VERT 0.7o(0.6wd) 30- s 3/a 34-11 1/2 8 - 75347 0.89 0.89 8 F + 69469 0.78 0.72 12 1 L 2 x 2 x3/16 3.1 X 0.188 - 8650. 0.78 TC VERT o.aD (D) 30- 9 1/a 35- O o/0 9 - 85142 0.89 0.99 9 - 33035 0.39 0.83 13 1 L1-1/2X1-1/2x.123 3.4 X 0.123 - 3249. 0.97 10 - 85142 0.93 0.95 10 - 22916 0:29 0.57 14 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1489. 0.35 LOAD COMBINATIONS ll F - 88707 0.99 0.97 11 + 17571 0.29 0.18 15 1 L 2 X 2 X3/16 2.0 x 0.188 - 5342. 0.48 1-1.OD+1.OLr 2-1.OD+O.Gw 3-1.OD+0.75Lr+0.45w 4=NET UPLIFT 12 F - 88707 0.99 0.92 16 1 L1-1/4x1-1/4X.133 2.5 X 0.133 - 1981. 0.96 13 14 is - 84515 - 84515 - 75285 0.90 088 0:80 0.96 093 0:83 17 18 19 1 1 1 L1-1/4X1-l/4X.133 L1-1/2x1-1/2x.170 L 2 x 2 x3/16 1.5 20 2:0 x 0.133 - x 0.170 - X 0.188 - 2459. 4185. 5110 0.58 0.93 046 DEFLECTION DATA 16 17 - 75285 - 62848 0.76 0.70 0.83 0.70 20 21 1 1 Ll-1/4X1-1/4X.133 L1-1/2x1-1/2x.123 1.5 3-.4 x 0.133 - X 0.123 -- 1428: 3123. 0:34 0.93 - - DEFLECTION -- MAINSPAN -- 18 - 62848 0.64 0.70 22 1 L 2 x 2 X3/16 2.5 X 0.188 - 6991. 0.62 Lr _____ 19 - 47174 0.57 0.53 23 1 L1-1/4X1-l/4X.133 1.5 x 0.133 = 1241. 0.29 LIMITS . (L/360) -2.30 20 - 47174 0.50 0.53 24 1 L 2 X 2 x3/16 2:9 x 0:188 - 4506. 0.41 MAXIMA -1.47 21 22 23 - 28267 - 28267 - 15680 0.41 032 0:20 0.32 032 0:09 25 .26 27 1 1 1 L 2 X 2 X3/16 L1-1/4xl-l/4x.133 L 2 x 2 x3/16 3.3 1.5 3.7 X 0.188 - X 0.133 - X 0.188 - 9143. 1237. 5922. 0.92 0.29 0.53 ADDITIONAL DESIGN DATA 24 - 16014 0.19 0.11 28 29 1 1 L 2 x 2 X. 16 L1-1/4X1-l/4X.133 4.1 1.5 x 0.188 - X 0.133 - 11380. 1239. 0.90 0.29 - - - LOAD COMBINATIONS FROM: IBC 2015 30 31 1 2* L 2 X 2 X3/16 L1-1/2X1-1/2X.170 4.5 5.4 X 0.188 - X 0.170 - 7342. 13607. 0.66 0.79 JOIST DESIGNED WITH: ASO 32 1 L1-1/4X1-l/4X.133 1:5 X 0:133 - 1272: 0.30 JOIST I)O( DEV = 1991. iNn4 JOIST EFF. DEPTH= 34.28 - IN 33 34 2* 2* L1-1/4x1-1/4x:133 L1-1/4X1-1/4x.133 7.5 5.6 X 0.133 - X 0.133 - 1716: 10966. 0.99 0:84 35 1 L1-1/4xl-1/4x.109 1.5 x 0.109 - 1176. 0.47 ALLOW LW STRESS SLENDER TOP CHORD= 5.4 FT 22.3 FT 36 2* Ll-1/2X1-1/2X.170 7:8 X 0:170 - 12093: 0:87 BOT CHORD= 13.6 FT 32.8 FT WEBS FY- 50 KSI TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. C2 MUST BE 'EX') ROT CHORD BRIDGING REQD= 6 ROWS MAX END REACTION= 13633 lbs STANDARD SJI CAMBER= 2 0/0" T4 36LHO9 014-21-1198 SUM 1L WAWA STORE 715380 5-JAN-2022 10:58:04 EXTRA WEBS TIXL = 0- 0 0/0 BIXL - 0-10 2/2 4-2 1/8 HALF PANELS APPLIED LOADS (D)Dead (Lr)Roof Live CW)Wind • UNFACTORED UNIFORM LOADS (PLF) **** MAIN START LENGTH DESIG: 294 UNFACTORED TOTAL / 148 OEFL L/Lr/S/R 0- 0 0/0 69- 4 1/e 199(Wu - O.6Yld) 0- 0.0/0 6- 2 0/0 163((WD - O.6Wd)) 6- 2 0/0 57- 0 1/8 199(WD -- 0.6Nd) 63- 2 1/e 6- 2 0/0 _•N* UNFACTORED CONCENTRATED LOADS (KIPS or KIP*FT) **** TC VERT O.lfi((D) 19-10 3/8 21- 6 3/8 TC VERT 0.70 (0.6Wd) 30- 8 3/4 34-11 1/2 TC VERT 0.40 D) 30- 9 1/4 35- 0 0/0 TC VERT 0.90 0.6W) GRP A 30- 9 1/4 35- 0 0/0 LOAD COMBINATIONS 1-1.OD+1.OLr 2=1.OD+0.6W 3=1.OD+0.75Lr+0.45W 4-NET UPLIFT DEFLECTION DATA DEFLECTION -- MAINSPAN -- LIMITS (L/3fi0)r-2.30 MAXIMA -1.62 ADDITIONAL DESIGN DATA LOAD COMBINATIONS FROM: IBC 2015 JOIST DESIGNED WITH: ASD JOIST IXX DEV = 1791. INA4 JOIST EFF. DEPTH= 34.30 IN ALLOW LYY STRESS SLENDER TOP CHORD= 7.5 FT 22.2 FT HOT CHORD 13.6 FT 32.6 FT TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. C2 MUST BE 'EX') BOT CHORD BRIDGING REQD= 6 ROWS MAX END REACTION= 10790 lbs STANDARD S31 CAMBER= 2 0/0" DEPTH-36 0/0 20 0 3-0 CHORD DATA TOP CHORD= 2L 3 X 3 X.281 FY= 50 KSI BOT CHORD= 2L 3 X 3 X 1/4 FY= 50 KSI TC REQ MP PP MP BC REQ MP PP MP MEM --- AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 1 ------- - 14709 ------ 0.20 ------ 0.11 --- 1 ------- + 16135 ------ 0.30 ------ 0.19 2 - 14326 0.21 0.09 2 - 21278 0.30 0.60 3 - 25531 0.34 0.32 3 - 30449 0.40 0.85 4 - 25531 0.42 0.32 4 F + 61947 0.77 0.72 5 - 42793 0.51 0.53 5 F - 42681 051 0.87 6 - 42793 0.58 0.53 6 F - 44432 0..51 0.90 7 - 56517 0.66 0.69 7 F - 41688 0.50 0.85 8 - 56517 0.72 0.70 8 F - 36821 0.46 0.75 9 - 66393 0.72 0.82 9 - 29897 0.39 0.84 10 -'66393 0.87 0.81 10. - 20918 0.30 0.58 11 - 72593 0.92 0.97 11 + 15729 0.29 0.18 12 - 72593 0.92 0.91 13 - 70977 0.85 0.89 14 - 70977 0.83 0.86 15 - 64321 0.76 0.79 16 - 64321 0.73 0.79 17 - 54460 0.68 0.67 18 - 54460 0.63 0.67 19 - 41365 0.56 0.51 20 - 41365 0.49 0.51 21 - 25051 0.41 0.31 22 - 25OS1 0.33 0.32 23 - 14OS2 0.21 0.09 24 - 14433 0.20 0.11 T5 36LH09 014-21-1198 SUM 1L WAWA STORE #5380 * TCCR - 0- 0 0/0 4-2 II BCXR - 0-10 1/2 WEB DATA WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO --- 1 --- 2* ----------------------------- L1-1/2X1-1/2X.170 7.2 X 0. 170 -------- - 11337. ----- 0.92 2 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 1157. 0.45 3 2* L1-1/4X1-l/4X.133 5.1 X 0.133 - 10021. 0.77 4 1 L 2 X 2 X3/16 4.8 X 0.188 - 8142. 0.73 5 1 L1-1/4X1-1/4X. 33 1.5 X 0.133 - 1251. 0.30 6 1 L 2 X 2 X.216 4.4 x 0.188 -12254. 0.97 7 1 L 2 X 2 X3/16 4.0 X 0.188 - 6690. 0.60 8 1 L1-1/4X1-1/4X.133 1.5 X 0.133 - 1224. 0.29 9 1 L 2 X 2 x3/16 3.6 X 0.188 - 10022. 0.90 10 1 L 2 X 2 X3/16 3.2 X 0.188 - 5268. 0.47 11 1 L1-1/4X1-1/4X.133 1.5 X 0.133 - 1442. 0.34 12 1 L 2 X 2 x3/16 2.7 X 0.188 - 7500. 0.68 13 1 L1-1/2X1-1/2X.170 2.5 X 0.170 - 3928. 0.85 14 1 L 1 X 1 X.109 1.5 X 0.109 - 1156. 0.98 15 1 L 2 x 2 X3/16 2.0 X 0.188 - 5341. 0.49 16 1 L1-1/4X1-1/4X.133 -2.2 X 0.133 .- - 2060. 1.00 17 1 L1-1/4X1-1/4X.133 1.5 X 0.133. - 2347. 0.56 18 1 L1-1/2X1-1/2X.170 1.5 X 0.170 - 3910. 0.87 19 1 L1-1/2X1-1/2X.170 1.5 X 0.170 - 3910. 0.87 20 1 L1-1/4X1-1/4X.133 1.5 X 0.133 - 1345. 0.32 21 1 L1-1/2X1-l/2X.123 2.4 X 0.123 - 2339. 0.70 22 1 L 2 X 2 X3/16 2.0 X 0.188 - 5344. 0.48 23 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1219. 0.29 24 1 L1-1/2X1-1/2X.170 2.5 X 0.170 - 3722. 0.83 25 1 L 2 X 2 X3/16 2.6 X 0.188 - 7366. 0.66 26 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1216. 0.29 27 1 L 2 X 2 X3/16 3.0 X 0.188 - 5137. 0.46 28 1 L 2 X 2 X3/16 3.4 X 0.188 - 9602. 0.86 29 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1218. 0.29 30 1 L 2 X 2 X3/16 3.9 X 0.188 - 6557. 0.59 31 1 L 2 X 2 X.216 4.2 X 0.188 - 11829. 0.93 32 1 L1-1/4X1-l/4X.133 1.5 X 0.133 - 1251. 0.30 33 1 L 2 x 2 X3/16 4.7 X 0.188 = 8010 0.72 34 1 L 2 X 2 X3/16 3.5 X 0.188 - 98733.. 0.83 35 1 L1-1/4X1-l/4X.109 1.5 X 0.109 - 3155. 0.46 36 2* L1-1/2X1-l/2X.170 7.0 X 0.170 - 11159. 0.81 WEBS FY= 50 KSI 5-JAN-2022 10:58:04 EXTRA WEBS RA DEPTH=36 0/0 TCXL - 0- 0 0/0 TCKR - 0- 0 0/0 'F 1 BIXL - 0-10 1/2 HALF 4-2 1/8 20 0 3-D 4-2 BIXR - 0-10 1/2 PANELS 0-6 0-6 WORKLEN+ _ - APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)ROOP Live (w)wind TOP CHORD= 2L 3 X 3 X.281 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO UNFACTORED UNIFORM LOADS (PLF) �•.. SOT CHORD= 2L 3 X 3 X 1/4 FY= 50 KSI --- 1 --- 2' ----------------- L1-1%1-1/2X.170 ------------ 7.2 X ---_---- 0.170 - 11338. _---- 0.82 DESZG: 294 UNFAC7DRED TOTAL / 148 DEFL L/Lr/5/0. 0SO START 69LE4 LENGTH TC REQ MP PP MP BC RE Q MP PP MP 2 1 L1-1/4X1-1/4X.109 1.5 X 0.109 - 1157. 0.46 199(Wu)--(O.6Wd 0- 0 0/0 6- 2 0/0 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 2 L1-1/4X1-1/4X.133 1.1 X 0.133 10021. 0.77 163((Wu)--(0.6Wd)) 6- 2 0/0 57- 0 1/8 --- ------- ------ ------ --- ------- ------ ------ 4 1• L 2 x 2 x3/16 4.8 x 0.188 - 8143. 0.73 200(Wu--(0.6wd) 63- 2 1/8 6- 2 O/o 1 - 14709 0.20 0.11 1 + 16135 0.30 0.19 5 1 L1-1/4x1-1/4x.133 1.5 x 0.1383 - 1251. 0.30 •• UNFACfORED CONCENTRATED LOADS (KIPS or KIP•FT) •••• 2 3 - 14326 - 25531 0.21 0.34 0.. 09 0.32 2 3 - 21279 - 30451 0.30 0.40 0.60 0.85 6 7 1 1 L 2 x 2 X.216 L 2 X 2 X3/16 4.4 X 4.0 X 0.188 - 0.168 - 12254. 6690. 0.97 O.fiO MAxN 4 - 25531 0.42 0.32 4 F + 51947 0.77 0.72 8 1 L1-1/4x1-1/4x. 133 1.5 X 0.133 - 1224. 0.29 TC VERT 0.70 D) 19-18 3/4 6 5 - 42793 0.51 0.53 5 F - 42684 0.51 0:87 9 1 L 2 X 2 X3/16 3.6 X 0.188 - 10022. 0.90 TC VERT 0.40 O.6wd) 30- a 1/4 34-10 1/2 34- 1/2 o.4o 6 - 42793 0.58 0.53 6 F - 44435 0.51 0.90 10 1 L 2 x 2 x3/16 3.2 x 0.188 - 5268. 0.47 TC VERT D) 30- 9 1/a 35- O 0/0 TC VERT 0.90 O.6w) GRP A 30- 9 1/4 35- 0 0/0 7 - 56517 0.66 0.69 7 F - 41692 0.50 0.85 11 1 L1-1 4x1-1 4X.133 / / 1.5 x 0.133 - 1442. 0.34 LOAD COMBINATIONS 8 9 - 56517 - 66393 0.72 0.72 0.70 0.82 8 F 9 - 36825 - 29901 0.46 0.39 0.75 0.84 12 13 1 1 L 2 x 2 X3/16 L1-1/2xl-1/2x.170 2.7 x 2.5 X 0.188 - 0.170 - 7500. 3628. 0.68 0.85 1-1.OD+1.OLr 2=1.OD+0.6M 3-1.00+0.75Lr+0.45w 4µET UPLIFT 10 - 66393 0.87 0.81 10 - 20923 0.30 0.59 14 1 L 1 X 1 X.109 1.5 X 0.109 - 1156. 0.98 11 12 13 - 72593 - 72593 - 70977 0.92 0.92 0.85 0.97 0.91 0.89 11 + 15729 0.29 0.18 15 16 17 1 1 1 L 2 X 2 X3/16 L1-1/4X1-1/4X.133 Ll-1/4X1-1/4x.133 2.0 X 2.2 X 1.5 x 0.188 - 0.133 - 0.133 - 5341. 2061. 2347. 0.49 1.00 0.56 DEFLECTION DATA 14 15 16 17 - 70977 - 64321 - 64321 - 54460 0.83 0.76 0.73 0.68 0.86 0.79 0.79 0.67 18 19 20 21 1 1 1 1 Ll-1/2x1-1/2x.170 L1-1/2X1-1/2X.170 Ll-1/4xl-1/4x.133 L1-1/2X1-1/2X.123 1.5 x 1.5 X 1.5 X 2-.4 X 0.170 - 0.170 - 0.133 - 0.123 - 3910. 3910. 1345. 2339. 0.87 0:97 0.32. 0.70 DEFLECTION -- MAINSPAN -- __ Lr ----- LIMITS CL/360) -2.30 18 - 54460 0.63 0.67 22 1 L 2 X 2 X3/16 2.0 x 0.188 - 5344. 0.48 MAXIMA -1.62 19 20 21 - 41365 - 41365 - 25051 0.56 0.49 0.41 0.51 0.51 0.31 23 24 25 1 1 1 L1-1/4x1-1/4x.133 L1-1/ZXl-1/2x.170 L 2 X 2 X3/16 1.5 X 2.5 X 2.6 X 0.133 - 0.170 - 0.188 - 1219. 3722. 7366. 0.29 0.83 0.66 ADDITIONAL DESIGN DATA 22 23 24 - 25051 - 14052 - 14433 0.33 0.21 0.20 0.32 0.09 0.11 26 27 28 1 1 1 Ll-1/4xl-l/4x.133 L 2 x 2 x3/16 L 2 x 2 x3/16 1.5 X 3.0 x 3.4 X 0.133 - 0.188 - 0.188 - 1216. 5137. 9602. 0.29 0.46 0.86 LOAD COMBINATIONS FROM: IBC 2015 29 1 L1-1/4X1-l/4X.133 1.5 X 0. 133 - 1218. 0.29 JOIST DESIGNED WITH: ASO 30 1 L 2 X 2 x3/16 3.9 X 0.188 - 6557. 0.59 JOIST IXx DEV = 1791. INA4 JOIST EFF. DEPTH= 34.30 IN 32 1 �1-1/4xl-l/4x.133 1.5 X 0.133 - 11251. 0.30 33 1 L 2 x 2 X3/16 4.7 X 0.1"' - 8010. 0.72 ALLOW LYY STRESS SLENDER 34 1 L 2 X 2 X3/16 3.5 X 0.188 - 9733. 0.83 TOP CHORD= 7.5 FT 22.2 FT 35 1 L1-1/4xl-l/4X.109 1.5 X 0.109 - 1155. 0.46 SOT CHORD= 13.6 FT 32.6 FT 36 2• L1-1/2X1-1/2X.170 7.0 X 0.170 - 11167. 0.81 TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') WEBS FY= 50 KSI - BOT CHORD BRIDGING REQD= 6 ROWS MAX END REACTION= 10790 lb5 STANDARD S31 CAMBER= 2 0/0" T6 36LHO9 014-21-1198 SUM 1L WAWA STORE #5380 5-JAN-2022 10:58:04 EXTRA 2, 8 1/ WE WE8S DEPTH=36 0/0 t-1 TCXL = 0- 0 0/0 ��lz NZ NZ NZ -\-NIZ NZ NZN=1 BCXL = 0-10 1/2 q_2 1/8 20 D 3-0 3-7 1/2 HALF PANELS D-6 0-6 WORKLEN+4 < 68- 9 5 APPLIED LOADS (D)Dead (Lr)ROOf Live (W)Wind • UNFACTORED UNIFORM LOADS (PLF) MAIN UNFACTORED STARTLENGTH DESIG: 299 UNFACTORED TOTAL / 151 DEFL L/Lr/5/R 0- 0 0/0 68- 9 5/8 199 Wu - 0- 0 0/0 6- 2 0/0 163 WD 6 2 0/0 57- 0 1/8 200 Wu 63- 2 1/B 5- 7 3/2 •UNFACTORED CONCENTRATED LOADS (KIPS or KIP -FT) � - MN TC VERT 0. 11 (0) 19-10 3/B 21- 6 3/8 TC VERT 3.40 D 3.40(Lr) 52- 6 1/8 TC VERT 4.40 0.6W) GRP A 52- 6 1/8 LOAD COMBINATIONS 1=1.OD+I.OLr 2=1.OD+0.6W 3=1.OD+0.75Lr+0.45W 4=NET UPLIFT DEFLECTION DATA DEFLECTION -- MAINS PAN -- -- Lr -- LIMITS (L/360) -2.28' MAXIMA -2.04 ADDITIONAL DESIGN DATA LOAD COMBINATIONS FROM: IBC 2015 JOIST DESIGNED WITH: ASD JOIST IXX DEV = 1876. INA4 JOIST EFF. DEPTH= 34.29 IN ALLOW LYY STRESS SLENDER TOP CHORD= 7.6 FT 22.3 FT BOT CHORD= 13.0 FT 32.6 FT TOP CHORD BRIDGING REQO= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') BOT CHORD BRIDGING REQD= 6 ROWS MAX END REACTION= 16111 1b5 STANDARD SJI CAMBER= 2 0/0" CHORD DATA TOP CHORD= 2L 3 X 3 X5/16 FY= 50 KSI BOT CHORD= 2L 3 X 3 X 1/4 FY= 50 KSI TC REQ MP PP MP BC REQ MP PP MP MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO ___ 1 _______ - 16491 ______ 0.20 ______ 0.11 _-_ 1 ------- + 18028 ------ 0.33 ------ 0.21 2 - 16101 0.21 0.09 2 - 21447 0.31 0.60 3 - 28833 0.34 0.33 3 - 30714 0.40 0.86 4 - 28833 0.42 0.33 4 F + 68374 0.85 0.79 5 - 47555 0.51 0.53 5 F + 76997 0.93 0.89 6 - 47555 0.58 0.53 6 F+ 81867 0.96 0.95 7 - 62528 0.66 0.69 7 F + 83659 0.97 0.97 8 - 62528 0.72 0.70 8 F + 82923 0.97 0.96 9 - 73144 0.74 0.81 9 F + 78642 0.94 0.91 10 - 73144 0.79 0.81 10 - 28587 0.42 0.80 11 - 79902 0.81 0.88 11 + 21653 0.43 0.25 12 - 79902 0.83 0.88 12 + 0 0.22 0.00 13 - 82890 0.84 0.92 14 - 82890 0.84 0.92 15 - 83719 0.84 0.92 16 - 83719 0.84 0.93 17 - 81431 0.88 0.89 18 - 81431 0.99 0.96 19 - 65385 0.99 0.71 20 - 65385 0.61 0.73 21 - 37085 0.55 0.41 22 - 37085 0.40 0.42 23 - 18964 0.25 0.20 24 - 19243 0.21 0.21 T7 36LH09 014-21-1198 SUM 1L WAWA STORE 45380 WEB QTY DESCRIPTION 2 1tr 3 2* A 5 1 r 7 1 9 1 10 1 11 1 13 1 15 1 16 1 18 1 20 1 23 1 25 1 26 1 28 2* 29 1 30 2* 31 32 1* 34 2* 35 1 36 2* WEBS FY= 50 KSI WEB DATA WELD SIZE 8.0 X 0.17 1.5 X 0.10 5.7 X 0.13 5: .1 . .55 .4 .2 5: .4 .5 .5 .9 TCXR = 0- 0 0/0 BCXR - 3- 5 3/4 AXIAL RATIO - 11416. 0.83 1253. 0.50 - 11176. 0.85 - 8208. 0.92 1348. 0.32 - 13570. 079 - 6755. 0:61 1320. 0.31 - 109720.99 - 5335.. 0.48 1541. 0.36 - 8186. 0.74 - 3917. 0.87 1287. 0.30 - 5840. 0.53 - 2499. 0.74 1310. 0.31 5840. 0.53 - 2708. 0.80 - 1313. 0.31 5840. 0.53 - 5629. 0.51 - 1335. 0.32 4034. 0.90 7476. 0.67 - 1653. 0.39 5224. 0.47 - 18310. 0.57 1038. 0.87 + 1B906. 0.89 - 20178. 0.63 - 1321. 0.31 + 21312. 0.74 -:15603. 0.98 1103. 0.44 - 14109. 0.90 5-JAN-2022 10:58:04 EXTRA 2. 8 1/$ 4-8 WEBS r---� DEPTH-36 0/0 TOOL - 0- 0 0/0 _ 1 BIXL = 0- 8 3/4 4-2 1/8 20 @ 3-0 HALF 4-2 PANELS 0-6 0-6 WnRKI F-All APPLIED LOADS (D)Dead (Lr)Roof Live (W)Wind •* UNFACfORED UNIFORM LOADS (PLF) MAIN ••• START LENGTH DESIG: 294 UNFACD3RED TOTAL / 148 DEFL L/Lr/S/R 0- 0 0/0 69- 4 1/8 199(Wu) 0- 0 1/0 6- 2 0/0 163 Wu 6- 2 0/0 57- 0 1/8 199 WO 63- 2 1/8 6- 2 0/0 DNGTH ESIG: 294 UNFACfORED TOTAL / 148 DEFL L/Lr/S/R 0- 0 0/0 2START'-E0 010 198(Nu) 0- 1 3/4 1-10 1/4 EKT •R • UNFACfORED CONCENTRATED LOADS (KIPS Or KIP*FT) *••* 7c VERT 1.86 (D) 1- 9 0/0 LOAD COMBINATIONS 1=1.OD+1.OLr 2-NET UPLIFT I DEFLECTION DATA I DEFLECTION -- MAINSPAN -- ---- RIGHT EXTENSION ------- -- Lr ----- --- D+Lr ----- --- - Lr ----- LIMITS (L/360) -2.30 (2L/120) -0.43 (2L/240) -0.22 MAXIMA -2.01 -0.04 0.00 ADDITIONAL DESIGN DATA LOAD COMBINATIONS FROM: IBC 2015 JOIST DESIGNED WITH: ASD JOIST IXX DEV = 1422. INA4 JOIST EFF. DEPTH- 34.S7 IN TCXR IXX DEV = 17.93. INA4 ALLOW LYY STRESS SLENDER TOP CHORD= 5.7 FT 19.5 FT BOT CHORD= 12.8 FT 28.8 FT TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') HOT CHORD BRIDGING REQD= 6 ROWS MAX END_REACTION= 12703 lbs STANDARD SJI CAMBER= 2 0/0" CHORD DATA TOP CHORD= ZL2-1/2X2-1 1/4 FY= 50 KSI HOT CHORD= 2L2-1/2X2$2X 3/4 FY= 50 KSI TC REQ MP PP MP BC REQ MP PP MP MEM AXIAL RATIO MEM AXIAL RATIO RATIO ___ 1 _______ - 13699 ______ 0.27 -RATIO 0.28 1 + 14900 __ 0.33 __ 0.21 2 - 13319 0.29 0.23 2 - 17663 0.30 0.86 3 - 236S4 0.45 0.44 3 F - 24792 0.39 0.70 4 - 23654 0.55 0.43 4 F - 29884 0.44 0.85 5 - 38343 0.65 0 69 5 F - 32938 0.47 0.93 6 - 38343 0.73 0.69 6 F - 33954 0.47 0.96 7 - 49363 0.80 0.89 7 F - 32934 0.47 0.93 8 - 49363 0.86 0.89 8 F - 29876 0.44 0.85 9 F - 56708 0.91 0.90 9 F - 24782 0.39 0.70 10 F - 56708 0.94 0.90 10 - 17649 0.30 0.86 11 F - 60379 0.96 0.96 11 + 14874 0.33 0.21 12 F - 60379 0.97 0.96 13 F - 60376 0.97 0.96 14 F - 60376 0.96 0.96 15 F - 56699 0.94 0.90 16 F - 56699 0.91 0.90 17 - 49347 0.86 0.89 18 - 49347 0.80 0.89 19 - 38321 0.73 0.69 20 - 38321 0.65 0.69 21 - 23624 0.55 0.43 22 - 23624 0.45 0.44 23 - 11886 0.30 0.13 24 EF - 3.1224 0.32 0.28 25 EF + 0 0.24 0.20 T8 36LH09 014-21-1198 SUM 1L WAWA STORE #5380 WEB QTY 2 1* 3 1 4 1 8 1 9 1 11 1 14 1 17 1 18 1 20 1 23 1 25 1 26 1 28 1 29 1 31 1 33 1 35 1 36 2* WEBS FY= 50 KS DESCRIPTION WEB DATA WELD SIZE 9.2 x 0.123 1.5 x 0.109 3.3 X 0.188 4.6 x 0. 188 1.5 X 0.133 4.2 x 0.188 3.7 X 0.188 1.5 X 0.133 3.4 x 0.188 3.3 X 0.170 1.5 X 0.133 2.6 X 0.188 3.4 X 0.123 1.5 X 0.133 2.0 X 0.188 2.2 X 0.133 1.5 x 0.133 1:5 X 0.170 1.5 x 0. 170 1.5 X 0.133 2.2 X 0.133 2.0 X 0.188 1.5 x 0.133 3.4 x 0.123 2.6 X 0.188 1.5 X 0.133 3.3 x 0.170 3.4 X 0.188 1.5 X 0.1338 3.8 X 0.188 4.2 x 0.188 1.5 X 0.133 4.6 X 0.188 3.4 X 0.168 1.5 X 0.133 9.2 X 0.123 TOCR - 2- 0 0/0 BCXR - 0- 8 3/4 AXIAL RATIO 9658. 0.96 1125. 0.45 - 9246. 0.80 6743. 0.61 - 1220. 0.29 - 11589. 0.92 + 10440. 0.49 1186. 0.29 9333. 0.84 3882. 0.67 1184. 0.28 72430.66 - 2470.. 0.74 1184. 0.28 5319. 0.48 1972. 0.97 1184. 0.28 - 3662. 0.82 - 3662. 0.82 - 11840.28 1970.. 0.97 5323. 0.48 - 1184. 0.28 2482. 0.74 7247. 0.66 - 1184. 0.28 3894. 0.87 - 9337. 0.85 1186. 0.28 + 10444. 0.49 - 11593. 0.92 - 1210. 0.29 - 6745. 0.61 - 9493. 0.82 1731. 0.54 G - 9605. 0.95 5-JAN-2022 10:58:04 E BS -1 5 8 q_8 WEBS WE DEPTH=36 0/0 ' �� ' TCXL 0- 0 0/0 TCXR 2- 0 0/0 * 1 BCXL 3- 7 3/B 3-7 5/8 20 9 3-0 4-2 BCXR = 0- 8 3/4 HALF PANELS 0-6 WORKLEN+ _ - APPLIED LOADS CHORD DATA WEB DATA (D)Dead (Lr)ROof Live (W)Wind TOP CHORD= 2L2-1/2X2-1/2X 1/4 FY= 50 KSI WEB QTY DESCRIPTION WELD SIZE AXIAL RATIO •••• UNFACTORED UNIFORM LOADS (PLF) •••• BOT CHORD= 2L2-1/2X2-1/2X 1/4 FY= 50 KSI --- --- ----------------------------- -------- ----_ 1 2• L1-1%1-1/2X.123 - 8.6 x 0.123 - 8817. 0.78 OESIG: 299 UNFACTORED TOTAL / 151 DEFL L/Lr/S/R 0- 0 O%0 68LE9 5/8 TC REQ MP PP MP BC REQ MP PP MP 2 1 L1-I/4X1-1/4X.109 1.5 X 0.109 - 995. 0.40 199 Nv 0- 0 0/0 5- 7 1/2 MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO 3 1 L 2 X 2 X3/161 3.4 X 1.188 - 9521. 0.82 163 wu S- 7 1/2 44- 0 1/8 --- _______ ______ ______ --- _-----_ ______ ______ 4 1 L 2 X 2 X3/16 4.7 X 0.188 - 6825. 0.62 169 wu 49- 7 s/B 13- 0 0/0 1 - 12036 0.22 0.22 1 + 0 0.17 0.00 5 1 LS-1/4X1-1/4X.133 1.5 X 0.133 - 1229. 0.29 199(wu 62- 7 5/8 6- 2 0/0 2 - 31716 0.27 0.10 2 + 13344 0.31 0.19 6 1 L 2 x 2 X.216 4.3 x 0.188 - 11886. 0.94 EXTR START LENGTH 3 - 22327 0.43 0.42 3 - 16783 0.29 0.82 7 1 L 2 x 2 X3116 3.8 x 0.188 + 10711. 0.50 DESIG: 299 UNFACTORED TOTAL / 151 DEFL L/Lr/S/R 0- 0 0/0 2- 0 0/0 4 - 22327 0.54 0.41 4 F + 43589 0.69 0.61 8 1 L1-1/4xl-1/4X.133 1.5 x 0:133 - 1202: 0.29 199(Wu) 0- o a/o 2- 0 0/0 5 - 37435 0.64 0.68 5 F - 29253 0.44 0.83 9 1 L 2 x 2 X3/16 3.4 x 0.188 - 9578. 0.87 UNFACTORED CONCENTRATED LOADS (KIPS or KIP•FT) •••• 6 - 37435 0.73 0.68 6 F - 32432 0.47 0.92 10 1 L1-I/ZX1-1/2X.170 3.4 x 0.170 - 3969. 0.89 ;•• 7 - 41810 0.80 0.88 7 F - 33574 0.47 0.95 11 1 L1-1/4xl-1/4X.133 1.5 x 0.133 - 1200. 0.29 TCCRVERT 1.86(D) 1- 9 0/0 8 - 48810 0.86 0.88 8 F - 32679 0.47 0.92 12 1 L 2 x 2 X3/16 2.7 x 0.188 - 7441. 0.67 9 F - 56450 0.91 0.90 9 F - 29746 0.44 0.84 13 1 L1-1%1-1/2X.123 3.5 x 0:123 - 2557. 0.77 LOAD COMBINATIONS 10 F - S6450 0.94 0.90 10 F - 24772 0.39 0.70 14 1 L1-1/4X1-1/4x.133 1.5 X 0.133 - 1200. 0.29 1-1.ODt1.OLr 2-NET UPLIFT 11 F - 60352 0.96 0.96 11 - 17695 0.30 0.86 15 1 L 2 X 2 X3/16 2.0 X 0.188 - 5474. 0.50 12 13 14 F F F - 60352 - 60517 - 60517 0.97 0.97 0.96 0.96 0.96 0.96 12 + 15001 0.33 0.21 16 17 18 1 1 1 L1-1/4X1-1/4X.133 2.3 L1-1/4X1-1/4X.133 1.5 Ll-I/ZXI-1/2x.170 1.5 X x X 0.133 - 0.133 - 0.170 1915. 1200. 0.94 0.29 DEFLECTION DATA IS 16 F F - 56946 - 56946 0.94 0.91 0.90 0.90 19 20 1 1 Ll-1/Zxl-1/2x.170 1.5 Ll-1/4X1-1/4X.133 1.5 x x _ 0.170 0.133 - 3595. 1200. 0.83 0.29 DEFLECTION -- MAINSPAN -- ------ RIGHT EXTENSION ------- 17 18 - 49638 - 49638 0.87 0.81 0.89 0.89 21 22 1 1 LI-1/2X1-1/2X.123 2.4 L 2 X 2 X3/16 2.0 X X 0.123 - 0.188 - ZOS1. 5308. 0.61 0.48 -- Lr ----- -- D+Lr ----- -- - Lr LIMITS CL/350) -2.28 (ZL/120) -0.43 (2L/240) ----- -0.22 19 - 38593 0.74 0.70 23 1 L1-1/4xl-1/4x.133 1.5 x 0.133 - 1200. 0.29 MAXIMA -1.99 -0.04 O.00 20 21 22 - 38593 - 23815 - 23815 0.66 0.56 0.45 0.70 0.44 0.44 24 25 26 1 1 1 L1-1/2x1-1/2X.123 3.4 L 2 X 2 X3116 2.6 L1-1/4X1-1/4X.133 1.5 x X X 0.123 - 0.188 - 0.133 - 2396. 7260. 1200. 0.72 0.66 0.29 ADDITIONAL DESIGN DATA 23 24 25 EF EF - 11996 - 11337 + 0 0.30 0.32 0.24 0.23 0.28 0.20 27 28 29 1 1 1 Ll-1/2X1-1/2X.170 3.3 L 2 X 2 X3/16 3.4 L1-1/4xl-l/4x.133 1.5 X X X 0.170 - 0.188 - 0.133 - 3815. 9382. 1201. 0.85 0.85 0.29 LOAD COMBINATIONS FROM: IBC 2015 30 1 L 2 X' 2 X3/16 3.8 x 0.188 + 10507. 0.49 JOIST DESIGNED WITH: ASO 31 1 L 2 X 2 X. 16 4.2 X 0.188 - 11675. 0.93 JOIST IXX DEV = 1422. INA4 JOIST EFF. DEPTH= 34.57 IN 32 33 1 1 L1-1/4X1-l/4X.133 1.5 L 2 X 2 X3/16 4.6 X X 0.133 - 0.188 - 1226. 6770. 0.29 0.61 TCXR IXX DEV = 17.93._INA4 34 1 L 2 X 2 X3/16 3.4 X 0.188 - 9570. 0.92 35 1 L1-1/4X1-1/4x.133 1.5 X 0.133 - 1725. 0.54 ALLOW STRESS SLENDER RD TOP CHORD= 5.6 FT 19.5 FT 36 2* L1-1/2X1-1/2X.123 9.3 X 0.123 G - 9636. 0.95 SOT CHORD= 12.9 FT 28.8 FT WEBS FY= 50 KSI TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') SOT CHORD BRIDGING REQD= 6 ROWS . MAX END REACTION= 12806 lbs STANDARD SJI CAMBER= 2 0/0" T9 36LHO9 014-21-1198 SUM 1L WAWA STORE #5380 5-JAN-2022 10:58:04 EXTRA 12-8 1/ 4_8 WEBS 1 1 DEPTH=36 0/0 TCXL - 0- 0 0/0 ! + 1 BCXL - 0-10 1/2 HALF 20 B 3-0 4_2 PANELS 0-6 0-6 WORKLEN+4 v - 4 8 APPLIED LOADS (D)Dead (Lr)ROOf Live (W)Wind �' UNFACTORED UNIFORM LOADS (PLF) �... MAIN START LENGTH OESIG: 294 UNFACTOREO TOTAL / 148 DEFL L/Lr/S/R 0- 0. 0/0 69- 4 1/8 199 Wu--(O.6W� 0- 0 0/0 6- 2 0/0 163 ---(O.6wd) 6- 2 0/0 44- 0 1/8 121 Wu -- O.6wd 50- 2 1/e 6- 3 3/4 120 Wu -- O.6Wd 56- 5 7/8 6- B 1/4 198(WU--(O.6Wd) 63- 2 1/e 6 2 0/0 EXTR START LENGTH DESIG: 294 UNFACTORED TOTAL / 148 DEFL L/Lr/S/R 0- 0 0/0 2- 0 0/0 198(Wu)--(O.Gwd) 0- 0 0/0 2- 0 0/0 • MAIN UNFACTORED CONCENTRATED LOADS (KIPS or KIP*FT) **** TC VERT 0.70 O.6wd) 19- 9 1/2 27- 5 1/2 TC VERT 0.40 D) 19-10 0/0 27- 6 0/0 TC VERT 0.90 0.6W) GRP A 19 10 0/0 27- 6 0/0 EXTR TC VERT 1.86(0) 1- 9 0/0 LOAD COMBINATIONS 1-1.OD+1.OLr 2-1.OD+0.6w 3-1.OD+0.75Lr+0.45W 4=NET UPLIFT DEFLECTION DATA . DEFLECTION -- MAINSPAN -- ------.RIGHT EXTENSION ------- -- Lr ----- -- D+Lr ----- -- - Lr ----- LIMITS (L/360) -2.30 (2L/120) -0.43 (2L/240) -0.22 MAXIMA -1.55 -0.15 -0.01 ADDITIONAL DESIGN DATA LOAD COMBINATIONS FROM: IBC 2015 JOIST DESIGNED WITH: ASO JOIST IXX DEV = 1890. INA4 JOIST EFF. DEPTH= 34.18 IN TCXR IXX DEV = 4.90 INA4 ALLOW LYY STRESS SLENDER TOP CHORD= 14.5 FT 24.9 FT SOT CHORD= 13.3 FT 32.5 FT TOP CHORD BRIDGING REQD= 4 ROWS BOLTED -CROSS. (2 MUST BE 'EX') SOT CHORD BRIDGING REQD= 6 ROWS MAX END REACTION= 12976 1b5 STANDARD S31 CAMBER= 2 0/0" CHORD DATA TOP CHORD= 2L3-1/2x3-1/2X5//16 FY= 50 KSI BOT CHORD= 2L 3 X 3 x.227 FY= 50 KSI TC REQ MP PP MP BC REQ MP PP MP' MEM AXIAL RATIO RATIO MEM AXIAL RATIO RATIO --- 1 ------- - 14598 ------ 0.15 0.08 --- ------ 1 + 16517 ------ 0.34 ------ 0.21 2 - 14748 0.16 0.07 2 21875 0.34 0.67 3 - 26481 0.25 0.25 3 - 31370 0.45 0.97 4 - 26411 0.32 0.25 '4 F - 37908 0.51 0.87 5 - 43918 0.39 0.40 5 F - 41310 0.52 0.94 6 - 43918 0.44 0.40 6 F - 40561 0.52- 0.93 7 - 58149 0.53 0.53 7 F- 38021 0.50 0.87 8 - - 58149 0.53 0.54 8 F - 33427 0.46 0.76 9 - 65865 0 63 0.59 9 - 26805 0.39 0.83 10 - 65865 0:66 0.66 10 - 18576 0.29 0.57 it 12 - 67685 - 67685 0.66 0.58 0.61 0.62 11 + 15468 0.31 0.20 13 - 65423 0.58 0.60 14 - 65423 056 060 15 - 59785 0:54 0:55 16 - 59785 0.52 0.55 17 - 51775 0.49 0.47 18 - 51775 0.46 0.47 19 - 40050 0.41 0.37 20 - 40050 0.36 0.37 21 - 24613 0.31 0..23 22 - 24613 0.24 0.23 23 - 12375 0.20 0.14 24 - 11202 0.96 0.94 25 EF + 0 0.13 0.08 T10 36LH09 014-21-1198 SUM 1L WAWA STORE #5380 WEB QTV -- DESCRIPTION WEBS FY= 50 KSI WEB DATA - WELD SIZE 7.3 X 0170 1.5 X 0:109 5.2 x 0. 133 7.0 X 0.133 1.5 x 0.133 4.5 X 0. 188 4.1 X 0:188 1.5 X 0.133 3.7 x 0.188 3.3 X 0.188 1.5 X 0.133 2.6 x 0.188 34 x 0.123 1:5 X 0:133 2.0 X 0.188 1.8 x 0. 170 1.5 X 0:109 1 6 X 0170 1.6 X 0:170 1.5 x 0.133 2.4 X 0.123 2.0 X 0.188 1.5 X 0.133 2.5 x 0.170 26 X 0.188 1:5 x 0.1338 3.0 X 0.189 3.4 X 0.188 -1.5 X 0.133 3.8 x 0188 4.2 X 0.. 188 1.5 X 0.133 4.6 x 0:188 3.7 X 0.188 1.5 X 0.133 9.5 X 0.123 TCXR - 2- 0 0/0 BCXR - 0-10 1/2 AXIAL RATIO - 11608. 0.84 1148.0.46 - 10228. 0.78 8363. 0.94 - 1241. 0.29 - 12572. 0.99 - 69100.62 1213: 0.29 - 10321. 0.93 - 5531. 0.50 2748. 0.65 - 7286. 0.65 - 2953. 0.85 - 1834. 0.43 - 5351. 0.48 - 3987. 0.89 1150. 0.96 - 3875. 0.87 - 3987. 0.88 - 1201. 0.28 - 2109. 0.62 - 5354. 0.48 1205. 0.28 3530. 0.78 - 7290. 0.66 - 1205. 0.28 - 4900. 0.44 - 9393. 0.84 - 1208. 0.28 5948. 0.53 - 11662. 0.92 1241. 0.29 7030. 063 - 10359. 0:89 2897. 0.90 QQR4- n_OR 5-JAN-2022 10:58:04 STEEL JOISTS GENERAL NOTES BJOISTa:- - RECOMMENDATIONS FOR HANDLING AND ERECTING 'RECOMMENDAIUN FOR HNUJM AND ERECTNGWLfFOFT 81EE1. 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